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Application APPLICANT 8/6/2008
:City of Springfield Development Services Department 225 Fifth Street Springfield, OR 97477 Land Division Tentative Plan Partition, Subdivision PRE-SUBMITTAU REC'O AUG 0.62008 . ppficatioil T.ype . (Applicant:. checK one) Partition Tentative Pre-Submittal: Partition Tentative Submittal: Subdivision Tentative Pre-Submittal: Subdivision Tentative Submittal: D ~ Applicant Name: David Nowak Icompany: [Address: 5729 Main St;Pmb 239, Springfield OR 97478 I"'_",":_'.&''<l:l-.,;,.M _~___-m;:i&_ ~_;g'!;i_)>,,",^,,,,,;:""._"':"I.;,!'>"k __:.._.~ W""'.,.. IAPPlicant's Rep.: Renee Clough, PE, PLS I COmpany: Branch En.gineering.com IAddress: 310 5th Street, Springfield OR 97477 l~'_~~',,,,,, .'~ >:j;"'~~j..~_-~'''~-_'.~~'''' ,;",,'~',o/"''''~ ~;~ '.~;.I"~-'_'~'.n." "f""'io~..'____"."'''''';'.'''''~'-''''_..!ll;.... ~""_'M<<,;o;..";,_ ''IooW~......jt;.r>'-''-'''' ~~ I Property Owner: same as aoplicant Icompany: IAddress: i:;~~;~~~:~"~;; ~~: '%~l:::-:_:~"A"'~- " f.€~~~T '_--::-'_~___M_~~~_~_'~I I Property Address: vacant I Size of Property: 15348 sq ft = 0.35 acres \proposed Name of Subdivision: l=>t~___~ __lliI,,_ '..~_ilIII ',"l" .w'-,-",;: _-.. "'. '," '" J._","~ '~'..""""'''';;;'''~'; ,,,,.:It..p "". ~ '",,;!!>,"OO;."!"___" <NIIi!JO..<iP>. :~"., ;:,a,:_;,..~_:..;.g(,$,,(:::'5jH2.:::>:JL1-'..,."'.~.'.......'=<> ,r"'..1L..' I Description of If you are filling in this form,.bx hand, please attach your proposal description to this application. Prooosal: This aDPlication is to divide an existin.g parcel into two parc~ls I Existing Use: vacant \ # of Lots/Parcels: 2 Si natures: Please si nand . . - - Phone 521-9933 Fax: ~L.'. .<W1'.:M''liW> Phone 746-0637 Fax: 746-0389 Phone Fax: . Acres D Square Feet D \ ~~.!!:_ Lot/Parcel 7674 rint our name and date in the a s I Density d / . < _ 6 U acre ro riate box on the next . , ~ . Associated Applications: ylrLJ ;;2f1it '-(JpjjJq' _) Lorl~~ : I Pre-Sub Case No.: Pr.e. ,?aJr .-(ftjS!:' Date: <11 to / or Reviewed by: -A. tufA.- Icase No.: Date: . Reviewed by: I IAPPlication Fee: $ ,~4-(o 00 I Technical Fee: $ -, I Postage Fee: $ I ITOTAL FEES: $ 3~~ 0-0 J PR~JECT NUMBER: Pit} ?-(JJr-{)CXJtJ? L.:.."C._:;;",,-'.,., ."'L,""',L-".C?'"k"',xs~ ",_~",..","w,.,",..~_*",,,,,,,.;,==,j~~<" Revised 1/1/08 Molly Markarian 1 of 10 Owner Sig,natures This application form is used for both the required pre-submittal meeting and subsequent complete application submittal. Owner signatures are required at both stages in the application process. An application without the Owner's original sign~ture will not be ,accepted. Pre-Submittal The undersigned acknowledges that the information in this application', is correct and accurate for scheduling of the ow".er:c:iJ;r;ee~1 Date: 'J / 1/ O~ Signature { I David Nowak Print Submittal I represent this application to be complete'for'5ubmittal to the City. Consistent with the completeness check performed on this application at the Pre-Submittal Meeting, I affirm the information identified by the City as necessary for processing the application is provided, herein or the information will not be provided ifnot otherwise contained within the submittal, and the City may begin processing the application with the information as submitted. This statement serves as written notice pursuant to the requirements of ORS 227.178 pertaining to a complete application, , Owner: Date: Signature David Nowak Print PRE.SUBMI1TAl REC'O . AUG 0,6 2008 Revised 1/1/08 Molly Markarian 2 of 10 Land Division Tentative;:;ubmittal Requiremerits Chetklist NOTE: . ALL of the following items MUST be submitted for BOTH Pre-Submittal and Submittal. . If you feel an item on the list below does not apply to .your specific application, please state the reason why and attach the explanation to this form. ~ Application Fee - refer to the Development Code Fee Schedule for the appropriate fee calculation formula. A copy of the fee schedule is available at the Development Services Department. Any applicable application, technology, and postage fees are collected at the pre-submittal and submittal stages. Land Division Tentative Application Form Narrative explaining the purpose of the proposed development, the existing use of the property, and any additional information that may have a bearing in determining the action to be ta ken. ~ ~ ~ ~ Copy of the Deed ,: Copy of a Preliminary Title Report issued within the past 30 days documenting ownership and listing all encumbrances. Copy of the Land Division Plan Reduced to 8'12")( II", which will be mailed as part of the required neighboring property notification packet.:. Right-of-Way Approach Permit Application provided where the property has frontage on an Oregon Department of Transportation (ODOT) facility. Three (3) Copies of the StormwaterManagement System Studywith Completed Stormwater Seoping Sheet Attached - The plan, supporting calculations, and documentation must be consistent with the Engineering Design Standards and Procedures Manual. - Three (3) Copies of the Traffic Impact Study prepared by a Traffic Engineer in , accordance with SDC 4.2-105 A.4. Traffic Impact StLidies (TIS) allow the City to analyze and evaluate the traffic impacts and mitigation of a development on the City's transportation system. In general, a TIS must explain how the traffic from a given development affects the transportation system in terms of safety, traffic operations, , access and mobility, and imm'ediate and ,adJoining street systems. A TIS must also address; if needed, City, metro plan and state land use and transportation policies and objectives. ' Seven (7) Copies of the Following Plan Sets for Pre-Submittal OR Eighteen (18) Copies of the Following Plan Sets1forSubmittal ! ~ All of the following plans must include the scale appropriate to the area involved and sufficient to show detail of the plan and related data, north arrow, and date of preparation. . . ~ All plan sets must be folded to 8'/2" by 11" and:'bound by rubber bands. a. Site Assessment of Existing Conditions .; PRE.SUBMITIAL REC'O ~ Prepared by an Oregon licensed Landscape Architect or Engineer. G 2008 '.' . AU 06 ~ Vicinity Map . '. . ~ o ~ o ~ Revised 1/1/08 Molly Markarian 4 of 10 ~ The name, 10catiO'~,and dimensions of all existing sihi'Teatures including buildings, curb cuts, trees, and impervious surface areas, clearly indicating what is remaining and wtiat is being removed. For existing structures to ~ema"in, also indicate present use and required setbacks from proposed property lines. D The name, location, dimensions, direction of flow and top of bank of all watercourses and required riparian setback that are shown on the Water Quality Limited Watercourse Map on file in the Development Services Department D The 100-year floodplain and floodway boundaries on the site, as specified in the latest adopted FEMA Flood Insurance Rate Maps or FEMA approved Letter of Map Amendment or Letter of Map Revision ~ The Tim'e of Travel Zones, as specified in SDC 3.3-200 and delineated on the Wellhead Protection Areas Map on file in the Development S~rvices Department ~ Physical features including, but not limited to trees 5" in diameter or greater when measured 4 '/2 feet above the grour:ld, significant clusters of trees and shrubs, riparian areas, wetlands and rock outcroppings . " ~ Soil types and water table information as mapped and specified in the Soils Survey of Lane County. A Geotechnical Report prepared,by an Engineer must be submitted concurrently if the Soils Survey indicates the prop~sed development area has unstable soi.ls "and/or a high water table b. Land Division Tentative Plan ~ Prepared by an Oregon licensed Land Surveyor D City boundaries, the Urban Growth Boundary, and any special service district boundaries or railroad right-of"way which cross or abut the proposed land division ~ Location and width of all existing and ,proposed easements on and abutting the proposed land division ~ Boundaries of entire area owned by the property oWner, of which the proposed land division is a part, as well as dimensions and size of each parcel and the approximate dimensions of each building site indicating the top and toe of cut and fill slopes to scale D Location and type of existing and proposed street lighting, including type, height, and area of illumination . ~ Location, widths, conditions, and names ~f all existing and proposed streets, alleys, dedications or other right-of-ways within or adjacent to the proposed land division. Proposed streets should also include approximate radius of curv:es and grades and relationship to any projected streets as shown on the Metro Plan, TransPlan, Conceptual Development Plan, or Conceptual Local' Street Map. ~ Location of existing and required traffic control devices, fire hydrants, power poles, transformers, neighborhood mailbox units and similar public facilities ~ Location and dimensions of existing and proposed driveways D Location of existing and proposed transit facilities D Location and width of all existing and proposed sidewalks, sidewalk ramps, pedestrian access ways and bike trails D Location, size and type of plantings and street trees in any required pianterstrip . -PRE.SUBMITTAl REC'D AUG 0,6 2008 Revised 1/1/08 Molly Markarian. 5 0(10 ._'.... ~ Location and size (JI existing and p~oposed utilities on and adjacent to the site including sanitary sewer mains, stormwater management systems, water mains, power, gas, telephone, and cable TV. Indicate the proposed connection points o The locations of all areas to be dedicated or reserved for public use, with the purpose, condition or limitations of the reservations clearly ilJdicated o Future Development Plan where phasing or large lots/parcels are proposed as specified in SDC 5.12-120 E. - c. Stormwater Management Plan ~ Prepared by an Oregon licensed Civil Engineer o Planting plan prepared by an Oregon licensed Landscape Architect where plants are proposed as part of the stormwater management system ~ Roof drainage patterns and discharge ,locations ~ Pervious and impervious area drainage patterns ~ The size and location of stormwater management systems components, including but -not limited to: drain lines, catch basins, dry wells and/or detention ponds; stormwater quality measures; and natural drainageways to be retained . ~ Existing and proposed spot elevations and contours lines drawn at 1 foot intervals (for land with a slope over JO percent, the contour lines may be at 5 foot intervals) ~ Amount of proposed cut and fill o Additional Materials That May be Required IT IS THE APPLICANT'S RESPONSIBILITY TO DETERMINE IF ADDITIONAL STANDARDS/APPLICAT'IONS APPLY TO THE PROPOSED DEVELOPMENT. THE APPLICANT SHOULD CONSIDER UTILIZING PRE-DEVELOPMENT MEETINGS AS DISCUSSED IN SDC 5.1-120: ' o o o o o o o D D Proposed deed restrictions and a draft of any Homeowner's Association Agreement Additional plans and documentation for submittal of a Cluster Subdivision proposal as specified in SDC 3.2-230 Riparian Area Protection Report for properties located within 150 feet of the top of bank of any Water_Quality Limited Watercourses (WQLW) or within 100 feet of the top of bank of any direct tributaries of WQLW A Geotechnical Report prepared by an engineer must be submitted concurrently if there are unstable soils and/or a high water table present Where the development area is within an overla'y district, address the additional standards of the overlay district If five or more trees are proposed to be removed, a Tree Felling Permit as specified in SDC 5.19-100 A wetland delineation approved by'the Oregon Division of State Lands must be submitted concurrently where there is a wetlana on the property Any required federal or state permit must be submitted concurrently or evidence the permit application has been submitted for review " Where any gradihg, filling or excavating is proposed wi~hthe devlltslEmfllltnmAE'WEC'D and Drainage Alteration permit must be submitted prior to deveIG~e?WJ1VI AUG 0.6 2008 Revised 1/1/08 Molly Markarian 6 of 10 '0 Where applicab,~, any Discretionary Use or Variance as specified in SDC 5.9-100 and 5.21-100 o An Annexation application, as specified in SDC 5.7-100, where a development is proposed outside of the city limits but within the City's urban service area and can be served by sanitary sewer o All public improvements proposed to be installed and to include the approximate time of installation and method of financing . PRE.SUBMITTAl REC'D .', AUG 0,.6 2008 Revised 1/1/08 'Molly Markarian 7 of 10 WRITTEN STATEMENT FOR THE TENTATIVE PARTITION ApPpCATION This application is a proposal to partition the property at Tax Map 17-02-32-43, Tax Lot 6802 into two parcels. The site is currently vacant, but the developer is in the process of starting construction of a single family residence on what will become the rear parcel. In conformance with the Low Density Residential classification, of the site and surrounding properties, Parcel 2 will eventually be developed with a single-family residence as well. It is not necessary to dedicate any land to the city. An access easement exists over the adjoining property to the'north creating a total of 33- feet (= 20-feet of panhandle + I3-feet,of easement) that can be used for access to the buildable areas ofthe partition. The frontage of each parcel on South 47th Street is less than the code minimum, but the total area available for access.is greater than,the code minimum, thus meeting the intent of the code. . Since.the details of future construction on the parcels are not known at this time, no earthwork or tree removal is planned for the pan portion of the lots. A minor amount of earthwork will be necessary to install the driveway and utilities to serve the parc.els. South 4ih Street is not fully improved, but the land involved in this partition is already subject to an . Improvement Agreement. The Lane County Soil Survey shows the site as having;Courtney gravelly silty clay loam (34) across the northeast comer of the site, Pengra silt loam (l05A) in the southeast comer of the site and Pengra-Urban land complex (l06A). The Soil Survey indicates that the Courtney soil has a perched high water table of 0 to 1 Y2 feet from December to May and that the Pengra soils have a perched high water table of 1 Y2 to 2Y2 feet from November to May. The existing roa~side ditch is 2 to 2Y2 feet deep, but does not have long term standing water during the winter; therefore it is assumed that the high water table is at least 2Y2 feet. The Survey also indicates there may be problems with a high shrink-swell potential and low soil strength in all the soils. A number of the existing houses in the neighborhood were notrecently constructed and none of these houses show indications of adverse impacts from the soil. For this reason? no Geotechnical Report was obtained. The developer ofthis partition also partitioned the adjoining land to the south. The county deed records currently show that the developer has ownership interest in all three parcels of the adjoining partition. As part of an agreement to the other party to the adjoining partition, the developer of this partition will soon own only the rear parcel of the adjoining partition. . Because of this the rear parcel of the adjoining. partition is the only adjoining ownership shown on the submitted mapping. This project does not require any additional planning applications. PRE-SUBMITTAL REC'D AUG 0.6 2008 ,. SCHEDULE A Policy No.: 10858 Date of Policy: ,June 19, 2008 at 12:59 pm Amountof Insurance: $70,000.00 Premium :$270.00 Policy Jacket ~o: C29-Z004343 1. Name of Insured: ' David M. Nowak 2. The estate or interest in, the land which is covered by this policy is: Fee Simple 3. Title to the estate or interest in the land is vested in: David M. NowaK 4. The land referred to in this policy is situated in the State of Oregon, County of Lane and is described as follows: Parcel 2, Land Partition Plat No. 2007-P2141, recorded Jun~29, 2007, Document. No. 2007-044332, Official Records, in Lane County, Oregon. PRE.SUBMITTAL REeD AUG 06 Z008 ALTA Owner Policy. Page 10f 3 ~ W es tern Title&Escrow '; AL TA Owner's Policy Policy No. .108S8 Policy Jacket No.: C29-Z004343 SCHEDULE B EXCEPTIONS FROM COVERAGE This policy does not insure against loss or damage (and ,the Company will not pay costs, attorneys' fees or expen.ses) which arise by reason of: 1. Taxes or assessments which are not shown as existing liens by the records of any taxing authority that levies taxes or assessments on real property or by the public record; proceedings by a public agency which may result in taxes or assessments, or notices of such proceedings, whether or not shown bY the records of such agency or by the public records. 2. Any facts, rights; interests or claims which are not .shown by the public records but which could be ascertained by an inspection. of said .Iand' or by making inquiry of persons in possession thereof. . 3. . . . . q Easements, Dr claims .of easement, not shown by the public records, reservations or. exceptions in patents or in acts authorizing the issuance thereof, water rights, claims or title to water. 4. Any encroachment (of existing improvements located on the subject land onto adjoining land or of existing improvements located on adjoining land onto the subject land), encumbrance, vioiation, variation or a'dverse circumstance affecting the title that would be disclosed by ah accurate and complete land survey of the subject land. 5. Any lien, or right to lien, for services, labor or material heretofore or hereafter furnished, imposed by law and not shown by the public records. 6. Terms, provisions and conditions of easement, in"cluding but not limited to maintenance provisions contained in instrument Recorded: March 8, 2006 Document No.: 2006-015440, Lane County Records 7. . Terms, provisions and conditions of easement, including but not limited to. maintenance provisions contained in instrument Recorded: March 8, 2006 " Document No.: 2006-015441, Lane County Records Terms, provisions and conditions of easement, including but not limited. to maintenance provisions contained in instrument Recorded: . June 29, 2007 . Document No.: 2007-044335, Lane Coun,ty Records 8. PRE.SUBMITTAL REC'O AUG 062008 AL T A Owner Policy ~ Western Title&Escrow Page 20f 3 ALTA Owner's Policy Policy No. 10858 PoHcyJacket No.: C29-Z004343 9. Improvement Agreement"including Notice of Potential Assessment Lien, between the City of Springfieid and Garth B. White and Dannika 'D. White, including the terms and provisions thereof, Dated: March 21, 2007 Recorded: June 29, 2007' Document No,: 2007-044337, Lane County Records 10. Easements, conditions, restrictions and notes as delineated on the recorded plat. PRE~SUBMlrrAL REC'O AUG 0,6 2008 AlTA Owner Policy Page 30f 3 ~ Western Till.Hscraw .j ~7~24/~008 06:09 FAX 541 73P -'021 !: CITY OF SPRINGFIELD r , , 141002 f ~ PUBLIC WORKS DEPARTMENT / Engineering Division Phone:,(541) 726-3753 Fax: (541) 736-1021 I.. STORMW ATER MANAGEMENT SYSTEM SCOPE OF WORK - (Area be/olV ,lIis li"e j/fled ollt by Applicant) - (plellSe retUm 10 MrHt S,ollder@Clty of Springfield PClblic Works EJlgllle~rllIg; Fax # 756-/021, PflOlre # 756-1035.) Project Name: David Nowak Applicant: bavid Nowak Assessors Parcel #: 17-02-32-43 TL 6802 Date: ,.?/2312008 Land J]se(s): sin21e tamilv residential Phone #: .746-0637 Project Size (Acres): 15.339 sa ft ~ 0.35 eo Fax #: :746-0389 Approx, IIDP.er;v.il!~s Area: 9053yaft ~ 0.21 ac ElDa.il:". 'renee@brnnchen('inoenn2.oom '. 1i(;I7,.~.. l_~f."~Q;r. :. .' "." ". I..-;.:~:.:':.'~ ,. ';P','I'!.tl," ~ '1:1\'lu"i'..., --~ Project Description (Include a copy of Assessor's map): An applicarion is being prepared 10 property !he parcel into two panhandle parcels. A paved driveway will noed to be instaUed to serve the buildabl. are.... The stormw'l.r system will need to collecl the,wate, ftt>m the driveway and the ft.Ilure buildings_ The developer, David,Nowak, w... lbe developer fQr the adjaceot partition to the south approximately a yellT ago_ He would like to install the same stonnwatOr system on u]isproject that was used for the previous project. ' " ' . Dcainage Proposal (Public connection(s), dischargelocation(s), etc. Att~ch additional sbeet(s) if necessary: Pipe the roofweter from the future buildings to the roadside ditch. Drain the ~phalf to a 6ft wide x 80ft long x 35ft deep !rOnch that has been beckfilled wi!h open graded drywall rock. The !Tench would be intended to mainly inliJtrate the water into the soil, but due to lower than ideal inJiltration rales and the possib1ity of a high seasonal water table, an overflow pipe to the roadside ditch will be included. . ,Ii Proposed Stormwater Best Management Practices: I - (Area beJmp tilklillf! fiiled ,out bv the CirP and Returned to tlrt! ADolicdntJ _ (At a minimum, all boxes checked by the.Cllyon Ihefranl and baclr af,f,;s shed sl.af! be subm;/ted for on applicarian 10 be compfele far irobmiaul. ullhOlJgh a,her requirements may be necess(11')'.) Drainal!e Study Tvne tEDSPM Se~tion 4.03.2): (Note_ UB mav be snbstituted for Rationa! M"t\>?~,~ o Small Site Study - (use ~tionallv1.ethod for calculations) I: o Mid"Levcl Development Study - (use Unit Hydrograpb Method far calculations) o Full Drainage Development Study- (use Unit Hydrngrapb Method fo~ calcul.nioDS) . . . Ij Environmental Considerations: - !2(Wellhead Zone; qq 'If/- -,-".. 0 o WetlandlRiparian: "'4 0 o Soil Type: lo~'" -.B>~;... Ii ,r,a... ItM,J ('~ 0 Downstream Analvsis: J 0" N/A o Flow line for starting water surface elevation: ,0 Design HGLto use for starting water surface elevation: o Manhole/Junction to take analysis to: Hillside Development: Floodway/Floodplain: OtbeJ: Jurisdictions: Pit Nit .vA Return to M~ttStouder @.lCirv of Splin~'Geld, ema, il: mstouder@ld~~~R~d,or.us, FAX: (541) 736-1621 '. .' . _.,rKt:-"UtjIVlIITAL REC'D . . AUG 0.6 2008 Revised 1/1/08 Molly M~rkllrl~n 9 of 10 i' 97 (24/,j:008 06: 10 FAX 541 7~" 1021 CITY OF SPRINGFIELD ~003 . COMPLETE STUDY ITEMS . . i' I ForOm"oIUSCO~ll' -6 11z1/o8 I * Based upon the information proy;ded on thefi"ont oftMs sheet, rheiol/owing represf!uts a m/nimlJm of~~JlIaI is needed/or an application to be complerejoT submitJallllith respect Jo drainage;'howev.er. this fists'~ould not be used in lieu of tIn!. Springfield Development Code (SDC) Or ,he C;ry's Engine~jng Design Manual. Compliance wit!~ these re.quiremenIs does not cpnstitute siTe appr(fVa1; Additional site specJjic jufomja~iD/J may be required Nale: Upo~ scoping sheet submittal. ensure completed/orm has been signed in the spau. provided be/my: Inleri", Design SlandnrdslWater Quality (EDSPM Cbapler 3) ~~~ . u IZ:l All non~bwldillg rooftop (NBR) impervious sUrfaces shail be pre-Ireated.(e.g. multi-chambered catch basin w/oil filtration media) for ,."..~,.,"t.,. quality, AdditionaOy, a minimnDl of 50%' of the NBR impervious surface shall be . . dtrealed by "egetated methods. :: o ~ WhereJcquired, vegetative stonnwater design shall be ~sistent with interjm dcsign staDdards (EDSPM Secrion 3.02), sel forth by the Bureau ofEnvirODlDental Services (BES) or Clean Water S~IVices (CWS)" 0' 0 For new NBR impervious area less !ban 15,000 square tee~ a simplified design approach may be folJoweclos specified by the BES for vegetative !reaunent. t. ' l2f 0 If a stonnwaler lreaunent swale is proposecl, submit calcnlationslspecificati~ns for sizing, velocity, flow, sidc slopes, bollom slope, and ';eed mix cnnsistent with either BES or CWS requiremerits. I2f 0 Water Qnalily calculations lIS reqoired in Section 3.03.1 of the EnSPM :i o QI" All building rooftop mount,d equipment, or other fluid containing equipmenllocaled outside of the building, sholl be provided with secondary cOntainment or weather resistant enclosure, . General Study Requirements (EDSPM Seclion 4.03) '.. o 0 Drainage study prepared by a Professional Civil Engineer licensed in the sinte of OregOD- o l2i A complete d",inage Sl\ldy, as required in EDSPM Section 4.03.1; illcIudi!lg a hydrological study map. IZ:J 0 Calculations showing system capaoity for il 2-year storm cyc-ut'aOd overflo~ effects of a 25-year stonn event. o D. TIle lime of concentration (Te) shall be determined using a 10 minute stort'timc for developed basins. Review of Dowostream Syslem (EDSPM Section 4.03.4.C) .:' . o IZf A downstream dnUoage analysis os described in EDSPM Section 4.03.4.d. On-site dl1linage shan be governed by the Oregon Plumbing Specialty Code (OPSe). - ~ o rzr Elevation3 of the HGL and flow lines fOT both city and private systems where applicable. . I Design of Storm Systems (EDSPM Section 4.04) ... i o 0 Flow lines, slopes, rim elevations, pipe type and sizes clearly indicated on !he plan set JZI 0 Minimum pipe cover shall be 18 inches for reinfnrced pipe and 36 inches for plain concrete and plastic pipe marerials, or proper engin=ing calculations sball be provided when less. The cover'sball be sufficient to support an 80,000 Ib loadwitbo\lt failure of lb. pipe 3truCture. . \ . o 0 Manning's "n~ values for pipes shall be con,is1ent wit!) Table 4-1 oflbe EnSP: AU storm pipe, sball be designed to . achieve a minimum velocity of three (3) feel per second at 0.5 pipe full baSed on Table 4.] Ii> well. OtberlMise IZf 0 Existing and proposed conrours, located at one foot intervaL Include spot,;~levations and site grades showing how site ~ I JZ! 0 Privote stonnwater easements sball be clearly depicted on plans when priw;.te st=Wlller flows from ODe property 10 ~~. ~. o l2l Drywells shall not .receive nmoff' from. allY surface wlo being treated by one or more BMPs, with the exception of residential building roofu (EDSP Section 3.03.4.A). Additional provisions apply to this as required by the DEQ_ Refer to the websile: www_dea.stBte.or.us/wo/"",>undwnluichome.hcmformoreinf=.linn. o J2l' Detentionponds shall he designed to limit nmofftn pre-developme.t mtes;for the 2 througb 25-year Slotm eveDts . r7!'is/Drm sllan be illcluded as all attaCII111t!Jlt, inside (l1efrOllt;~~."erJ of tIlt: SlDrmWtller study ,; 11I1PORTANT: ENGINEER PLEASE READ BELOW AND SIGN! I Astbe engineer ofrecot:d, I bereby certify the above required items are complete and included willi th. submitted stormw.ter study and plan set .A /Ill. . Signature: -,f..~~. . .. ~ate; ~~ PRE.SUBMITTAl REC'O AUG 06 2POO~1O ReviSed I/l./08 Molly MarkBrlon 1- -., ',/ ..; l , ~"- '- , . , DRAINAGE STUDY fo.-: DAVID NOWAK Partition at 17-02-32-43, TL 6802 by: BRANCH ENGINEERING 310 sth St.-cet . Sp.-ingfield OR 97477 i August 2008' ", PRE.SUBMITTAL REC'O AUG 0 6 2008 ..,.' (. ~ J - INTRODUCTION . The site is a parcel in a partition that recorded at the county approximately one year ago. It is currently vacant, but the developer, David Nowak, is begilming construction on one single- family residence during the partition process.' The existing stormwater system in the area consists of a roadside ditch in the South 47th Street right-of-way and a ditch to the east between the site and Weyerhaeuser Road. The roadside ditch travels north to a piped system that begins at the intersection of South 47'hStreet and Bluebelle Way. Approximately one year ago, David Nowak partitioned the property to the south of the current site. The two partitions are nearly identical and the developer would like to utilize the same stormwater treatment/disposal method. DESIGN OVERVIEW The driveway nmoff is directed to a trench that is backfilled with I Vi" open graded' drywell rock. The roof drain pipes connect to a perf pipe in the trench. This perf pipe conveys the roof runoff and driveway nmoff to a pipe that connects the trench to the roadside ditch. A . portion of the driveway rUnoff will accuinulate below the per(pipe and infiltrate into the soil after the storm event. . TRENCH DESIGN Because a portionofthe water in the trench will infiltrate, the southern edge of the trench is 5 feet from the property line. The majority of the water inthe trench will be 'collected by the perforated pipe and drained to the existing ditch, but'approxi~ately 0.6 feet of water below the pipe will infiltrate. Using an infiltration rate of 0.4 in/hr (based on the Soils Survey), the trench has a drawdown time of approximately 18 hours. FLOW RATES AND PIPE SIZING The Santa Barbara Urban Hydrograph method was used to calculate the flow rates from the roofs and driveway for the 2- and 25-yeai storm events: The code maximum of 45% of the lot was used for the assumed roof area of future buildings. The full width of the driveway is collected and treated, even though half the driveway is outside the partition boundaries. Copies of these calculations are attached. Also attached are calculaWms showing that, even in the 25- year storm event, no water will be detained above the perfora~ed pipe. ,. PRE.SUBMIITAL REC'O AUG 0 6 2008 ., ) -'\ j " " 2- YEAR FLOW RATE AND DETENTION CALCULATIONS "- PRE.SUBMITTAl REC'O AUG 0, (; 2008 w' .~ ? "- ;" Known:. Pervious . Area = ~;itQ'1j!iJi~-~-acres ~"'~l":.,; L~= Imoervious %Jmperv, = 100,00 Area = Ht,::troT6'~1~~lacres ;;::",'_""'~''''''~'''-~''''",4ii Site Area = 0,011019 acres w = 0,3333 Answer: Maximum Design Fiowrate = 7/30/2008 4:19 PM CN = CN = , 'it~"'""""'--"', Total Rain = . ,,:'03:'3"""'A In, ,.,;,,,~,,,,,,,,-;$JY.2J::] 0,01 cis Storage = Storage = Time IncL = 1,90 CU, ft, 020 CU, It 10 min, 0,2S = 0,2S = 0,38 0:04 c ~ co 0::: C> ~ C> "" =- ::2: e' CU, ft, a:Il ~ :::. ::;) c.r.>> <t . LLII 0::: CL. cu,ft, T - "~1~0:i!!i!5"ft ' c - t!~~,,,",,~-~ mIn. Z:\2008108-142 NowaklTENTATIVE APPLlCATIONIDrainage study 1st submillallSanta Barbara Flow Calcs 2 yr asphalt xis .' 9 (J Pervious Area Impervious Area LU 00 C::: = Time Rainfall Rainfall in Accumul. Accumul. Incremental Accumul. Incremental Total Instant Design --' = '" Increment Time Distribution Increment Rainfall Runoff Runoff Runoff Runoff Runoff Flowrate Flowrate ~ c:=> min. fraction inches inches inches inches inches inches inches cfs cfs ::2: ~i 1 0 0 0 0 0 0 0 0 0 0 0 ICCll tD 2 10 0.0040 0.0132 0.013 0.000 0.000 0.000 0.000 0.000 0.00 0.00 ~ ~ cr" <( 3 20 0.0040 0.0132 0.026 0.000 0.000 '0.000 0.000 0.000 0.00 0.00 . U-lI 4 30 00040 0.0132 0.040 0.000 0.000 0.000 0.000 0.000 0.00 0.00 ~ 5 40 0.0040 0.0132 0.053 0.000 0.000 0.001 0.001 0.001 0.00 0.00 6 50 0.0040 0.0132 0.066 0.000 . 0.000 0.003 0.002 0.002 0.00 0.00 .7 60 0.0040 0.0132 0.079 0.000 0000 0.006 0.003 0.003 0.00 0.00 " r-, 8 70 0.0040 0.0132 0:092 0.000 0.000 0.010 0.004 0.004 0.00 0.00 1 I '. 9 80 o 0040 0.0132 0.106 . 0.000 0.000 0.016 0.005 0.005 0.00 0.00 1 - 10 90 0.0040 0.0132 0.119 0.000 ..0.000 _ 0.022 ~ '0.006 - 0.006 . 0.00 0.00 I., 11 100 0.0040 0.0132 0.132 0.000 0.000 0.028 0.007 0.007 0.00 0.00 I. .12 110 0.0050 0.0165 0:149 0.000 0.000 0.037 0:009 0.009 0,00 0.00 1 .13 120 0.0050 0.0165 0.165 0.000 0.000 0.047 0.010 0.010 0.00 0.00 1 I' 14 . 130 0.0050 0.0165 0.182 0.000 0.000 0.057 0.010 0.010 0.00 0.00 1 1 15 140 o 0050 0.0165 0.198 0:000 0.000 0.068 0.011 0.011 0.00 0.00 1 16 150 0.0050 0.0165 0.2:15 0.000 0.000 0.080 0.011 0.011 0.00 0.00 I 17 ' 160 0.0050 0.0165 0.231 0.000 0.000 0.092 0.012 0.012 0.00 0.00 18 170 0.0060 0.0198 0.251 0.000 0.000 0.106 0.015 0.015 0.00 0.00 1 19 180 0.0060 0.0198 0.271 0.000 0.000 0.122 0.015 0.015 0.00 0.00 I 20 190 0.0060 0.0198 0.290 0.000 0.000 0.137 0.016 0.016 0.00 0.00 . I 21 200 0.0060 0.0198 0.310 0.000 0.000 0.153 0.016 0.016 0.00 0.00 I 22 210 0.0060 0.0198 0.330 0.000 0.000 0.170 0.016 0.016 0.00 0.00 23 220 0.0060 0.0198 0,350 0.000 0.000 0.186 0.017 0.017 0.00 0.00 1 \. 24 230 0.0070 0.0231 0.373 0.000 0.000 0.206 0.020 0.020 0.00 0.00 1 25 240 0.0070 0.0231 0.396 0.000 0.000 0.226 0.020 0.020 0.00 0.00 1 26 250 . 0 0070 0.0231 0.419 0.001 . 0.001 0.246 0.020 0.020 0.00 0.00 I 27 260 0.0070 0.0231 0.442 0.002 0.001 0.266 0.020 0.020 I 0.00 0.00 28 270 0.0070 0.0231 0.465 0.004 0.002 0.287 0.021 0.021 I 0.00 0.00 29 280 0.0070 0.0231 0.488 0.006 0.002 0.307 0.021 0.021 I. 0.00 0.00 30 290 0.0082 0.0271 0.515 0.009 0.003 0.332 0.025 0.025 I '0.00 0.00 31 300 0.0082 0.0271 0.543 0.013 0.004 0.357 0.025 0.025 I 0.00 0.00 32 310 0.0082 0.0271 0.570 0.017 0.004 0.382 0.025 0.025 I 0.00 0.00 33 320 0.0082, 0.0271 0.597 0.022 0.005 0.407 0.025 0.025 i 0.00 0.00 7/30/2008 4:19 PM Z:\2008\08-142 Nowak\TENTATIVE APPLlCATION\Drainage study 1st submittal\Santa Barbara Flow Calcs 2 yr asphait.xis . Q ~ co 0::: = = Pervious Area Impervious Area --' (',l Time Rainfall Rainfall in Accumul. Accumul. Incremental Accumul. Incremental Total Instant Design ~ ~ Increment Time Distribution Increment Rainfall Runoff Runoff Runoff Runoff Runoff Flowrate Flowrate :2 e". min. fraction inches inches inches inches inches inches . inches cfs cfs a:a c:l --. => 34 330 0.0082 0.0271 .0.624 0.027 0.006 0.432 0.025 0.025 0.00 0.00 cr.J <( . I 35 340 0.0082 0.0271 0.651 0.033 0.006 0.457 0.025 0.025 . 0.00 0.00 LLI 0::: I 36 350 0.0095 0.0314 0.682 0.041 0.008 0.486 0.029 0.029 0.00 0.00 a.. I 37 360 0.0095 0.0314 0713 0.049 0.008 0.516 0.030 0.030 0.00. 0.00 1 38 370 0.0095 0.0314 0.745 0.058 0.009 0.546 0.030 0.030 1 0.00 0.00 I. 39 380 0.0095 0.0314 0.776 0.068 0.010 0.576 0.030 I 0.030 . 1 0.00 0.00 1 40 390 0.0095 0.0314 0.808 0.078 0.010 0.606 0.030 I 0.030 1 0.00 0.00 ~ 1 41 400 0.0095 0.0314 0.839 0.089 0.011 0.636 0.030 1 0:030 I 0.00 0.00 1 42 I 410 0.0134 0.0442 0.883 0.105 0.016 0.678 0.042 1 0.042 1 0.00 1 0.00 1 .43 ~. 1 420. 0.0134 0.0442 0.927 0.122 0.017 0,721 ,.0.043 I 0.043. O.OO~ 1 0.00, _ I 44 I 430 0.0134 0.0442 0.972 0.140 0.018 0.763 0.043 I 0.043 0.00 1 0.00 1 - I 45 1 440 0.0180 0.0594 1.031 0.165 0.026 0.821 0.058 1 0.058 0.00 I 0.00 1 46 I 450 0.0180 0.0594 1.090 1 0.192 0.027 0.879 .0.058 . 1 0.058 0.00 1 . 0.00 1 47 1 460 0.0340 0.1122 .1.203 .1 0.248 0.055 0.988 0.109 I 0.109 0.01 I 0.00 48 1 470 0.0540 0.1782 I 1.381. 0.344 I 0.097 1.163 .0.175 I 0.175 0.01 1 0.01 49 1 480 0.0270 0.0891 .. ,1.470. 0.396. 1-, 0,052 _ 1.250 0.088 0,088 0.01 1 0.01 50 I 490 0.0180 0.0594 1.529 .0.432 1 0.036 1.309 0.059 I 0.059 0.00 I 0.01 51 .1 500 0.0134 0.0442 1.573 0.459 1 0.027 1.353 0.044 I 0.044 0.00 I 0.00 52 I 510 0.0134 0.0442 1.618 0.487 1 0.028 1.396 0.044 0.044 0.00 j 0.00 53 1 520 0.0134 0.0442 1.662 0.515 1 0.028 1.440 0.044 0.044 0.00 0.00 54 I 530 0.0088 0.0290 1.691 0.534 I Om9 1.468 0.029 0.029 0.00 0.00 55 I 540 0.0088 0.0290 1.720 0.553 I 0.019 1.497 0.029 0.029 0.00 0.00 56 I 550 0.0088 0.0290 1.749 0.572 I 0.019 1.526 0.029 0.029 0.00 0.00 <)f 57 I 560 0.0088 0.0290 1.778 0.591 i 0.019 1.555 0.029 0.029 0.00 0.00 58 I 570 0.0088 0.0290 1.807 . 0.611 I 0.019 1.583 0.029 0.029 0.00 0.00 59 I 580 0.0088 0.0290 1.836 0.630 1 0.020 1.612 0.029 . 0.029 0.00 0.00 60 I 590 0.0088 0.0290 1.865 0.650 1 0.020 1.641 0.029 0.029 0.00 0.00 61 I 600 0.0088 0.0290 1.894 0.670 1 0.020 1.670 0.029 0,029 0.00 0.00 62 1 . 610 0.0088 0.0290 1.923 0.690 1 0.020 1.698 0.029 0.029 0.00 0.00 63 I 620 0.0088 0.0290 1.952 0.710 I 0.020 1.727 0.029 0.029 0.00 0.00 I 64 1 630 0.0088 0.0290 1.981 0.731 1 0.020 1.756 0.029 0.029 0.00 0.00 1 65 1 640 0.0088 0.0290 2.010 0.751 I 0.021 1785 0.029 0.029 0.00 0.00 I 66 I 650 0.0072 0.0238 2.034 0.768 1 0.017 1.808 0.024 0.024 0.00 0.00 7/30/2008 4:19 PM Z:\2008\08-142 Nowak\TENTATIVE APPLlCATION\Drainage study 1st submittal\Santa Barbara Flow Cales 2 yr asphalt.xls c <..> Pervious Area Imoervious Area LLI 00 ,.,.. = Time Rainfall Rainfall in Accumul. Accumul. Incremental Accumul. Incremental Total Instant Design = < ...... Increment Time Distribution Increment Rainfall Runoff Runoff Runoff Runoff Runoff Flowrate Flowrate t:: ~- min. fraction inches inches inches inches inches inches inches cfs cfs e ~ <.!' 67 660 0.0072 0.0238 2.058 0.785 0.017 1.832 0.024 0.024 0.00 000 ceo :::> 68 670 0.0072 0.0238 2.082 0.802 0.017 1.855 0.024 0.024 0.00 0.00 :=t <t cr,) ,. 69 680 0.0072 0.0238 2.105 0.819 0.017 1.879 0.024 0.024 . 0.00 0.00 u.II 70 690 0.0072 0.0238 2.129 0.837 0.017 1.902 0.024 . 0.024 0.00 0.00 18: 71 700 0.0072 0.0238 2153 0.854 0.017 1.926 0.024 0.024 0.00 0.00 I 72 710 0.0072 0.0238 2.177 0.871 0.017 1.950 I 0.024 0.024 0.00 0.00 73 .720 0.0072 0.0238 2.200 0.889 0.018 1.973 I 0.024 . 0.024 I 0.00 0.00 /'"'-. 74 730 0.0072 0.0238 2.224 0.906 0.018 .1 1.997 I 0.024 0.024 I 0.00 0.00 75 .740 0.0072 0.0238 I .2.248 0.924 0.018 2:020 I 0.024 0.024 I 0.00 0.00 76 750 . 0.0072 ~0,0238> ,,2.272 0.942. _0.018.. -'2.044 1- 0.024 0.024 I 0.00- 0.00. 77 760 0.0072 0.0238 2.295 0.960 0.018 2.068 I 0.024 0.024 I 0.00 0.00 '78 770 0.0057 0.0188 2.314 0.974 0.014 2.086 I 0.019 0.019 I 0.00 0.00 79 780 0.0057 0.0188 2.333 0.988 0.014 2.105 I 0.019 0.019 I 0.00 0.00 80 790 0.0057 0.0188 2.352 . 1.002 0.014 2.124 J 0.019 0.019 I 0.00 0.00 81 800 0.0057 0.0188 2.371 1.017 0.014 2.142 I 0.019 0.019 I 0.00 0.00 I 82 . 810 0.0057 0,0188 2.390 1.031 0.014 2.161 I 0.019 '0.019, I 0.00 0.00 I 83 820 0.0057 0.0188 2.408 1.045 0.014 2.180 0.019 0.019 I 0.00 0.00 I '84 830 0.0057 0.0188 2.427 1.060 0.014 . 2.198 0.019 0.019 I 0.00 0.00 I 85 840 0.0057 0.0188 2.446 1.074 0.014 2.217 0.019 0.019 I 0.00 0.00 . I 86 850 0.0057 0.0188 2.465 1.089 0.014 2.236 I 0.019 0.019 I 0.00 0.00 I 87 860 0.0057 0.0188 2.484 1.103 0.015 2.254 I 0.019 0.019 I 0.00 0.00 88 870 0.0057 0.0188 2.502 1.118 0.015 2.273 I 0.019 0.019 I 0.00 0.00 89 880 0.0057 0.0188 2.521 1.132 0.015 2.292 I 0.019 0.019 I 0.00 0.00 90 890 0.0050 0.0165 2.538 1.145 0.013 2.308 I 0016 0.016 I 0.00 0.00 91 900 0.0050 0.0165 2.554 1.158 0.013 2.325 I .0.016 0.016 I 0.00 0.00 92 910 0.0050 0.0165 2.571 1.171 0.013 2.341 I 0.016 0.016 I 0.00 0.00 93 920 0.0050 0.0165 2.587 1.184 0.013 2.357 I 0.016 0.016 I 0.00 0.00 94 930 0.0050 0.0165 2.604 1.197 0.013 2.374 I 0.016 0.016 I 0.00 0.00 95 940 0.0050 0.0165 2.620 1.210 0.013 2.390 L 0.016 0.016 I 0.00 0.00 96 950 0.0050 0.0165 2.637 1.223 0.013 2.407 I 0.016 0.016 I . 0.00 0.00 97 960 0.0050 0.0165 2.653 . 1.236 0.013 2.423 I 0.016 0.016 I 0.00 0.00 98 970 0.0050 0.0165 2.670 1.249 0.013 2.440 I 0.016 0.016 I 0.00 .0.00 99 980 0.0050 0.0165 2.686 1.262 0.013 2.456 I 0.016 0.016 I 0.00 0.00 7/30/2008 4:19 PM Z:\2008108-142 NowaklTENTATIVE APPLlCATIONIDrainage study 1st submittallSanta Barbara Flow Calcs.2yr asphalt.xls Pervious Area Impervious Area C (J Time Rainfall Rainfall in Accumul. Accumul. Incremental Accumul. Incremental Total Instant Design U-J co 0.::: 0 Increment Time Distribution Increment Rainfall Runoff Runoff Runoff Runoff Runoff Flowrate Flowrate 0 ~ ..... min. fraction inches inches inches Inches inches inches inches cfs cfs IlD 100 990 0.0050 0.0165 2.703 1.275 I 0.013 2.472 I 0.016 0.016 0.00 0.00 e :2: I 101. 1000 0.0050 0.0165 2.719 1.289 I 0.013 2.489 I 0016 0.016 0.00 0.00 I~ <.!' ~. I 102 1010 0.0040. 0.0132 2.732 1.299 I 0.011 2.502 I 0.013 0.013 0.00 0.00 <( I 103 1020 0.0040 0.0132 2.746 1.310 I 0.011 2.515 I 0.013 0.013 0.00 0.00 . LLII I 104 1030 00040 0.0132 2.759 1.320 I 0.011 2.528 I 0:013 I 0.013 0.00 0.00 0::: 0- I .105 1040 0.0040 0.0132 2.772 1.331 I 0.011 2.541 I 0.013 I 0.013 0.00 000 I 106 1050 0.0040 I 0.0132 2.785 1.341 I 0.011 2.554 0.013 I 0.013 0.00. 0.00 :.1. 107 1060 0.0040 I 0.0132 2.798 1.352 I . 0.011 2.568 0013 I 0.013 0.00 I 0.00 I 108 1070 0.0040 I 0.0132 2.812 1.363 I 0.011 2.581 0.013 I. 0.013 0.00 . I 0.00 . 109 ~ 1080 0,0040 I 0.0132 .1 . 2.825 1.373 I .0.011 2:594 0.013 0.013 . .0.00 0.00 110 1090 0.0040 I 0.0132 I 2.838 1.384 I 0.011 2.607 0.013 0.013 0.00 0.00 111 1100 0.0040 L 0.0132 I 2.851 1.395 I 0.011 2.620 0.013 0.013 0.00 0.00 112 1110 0.0040 0.0132 I 2.864 1.405 I 0.011 2.633 0.013 0.013 0.00 0.00 113 1120 0.0040 0.0132 I 2,878 . 1.416 I 0.011. . 2.646 0.013 0.013 0.00 0.00 114 1130 0.0040 0.0132 I 2.891' 1.427 I 0.011 2.660 0.013 0.013 0.00 0.00 115 1140 0.0040 0.0132 1_2.904-_ 1.438 0,011 2.673. 0.013 0.013 :0.00 0.00 116 1150 0.0040 0.0132 I 2.917 1.448 0.011 2.686 0.013 0.013 0.00 0.00 117 1160 0.0040 0.0132 2.930 1.459 0.011 2.699 0.013 0.013 0.00 0.00 118 1170 0.0040 0.0132 2.944 . 1.470 0.011 2.712 0.013 0.013 0.00 0.00 119 1180 0,0040 0.0132 2.957 1.481 I 0.011 2.725 0.013 0.013 0.00 0.00 120 1190 0.0040 0.0132 2.970 1.492 - 0.011 2.738 0.013 0.013 0.00 0.00 121 1200 0.0040 0.0132 2.983 1.502 0.011 2.752 0.013 0.013 0.00 0.00 122 1210 0.0040 0.0132 2.996 1.513 0.011. 2.765 0.013 0.013 0.00 0.00 -- 123 1220 I 1.524 0.011 2.778 0.013 0.013 0.00 0.0040 0.0132 3.010 0.00 124 1230 0.0040 0.0.132 3.023 1.535 0.011 2.791 0.013 0.013 0.00 0.00 125 L 1240 0.0040 0.0132 3.036 I 1.546 0.011 2.804 0.013 0.013 0.00 I 0.00 126 I 1250 0.0040 0.0132 3.049 I 1.557 0.011 2.817 0.013 0.013 0.00 I 0.00 127 I 1260 0.0040 0.0132 3.062 I 1.568 0.011 2.830 0.013 0.013 0.00 I 0.00 128 I 1270 0.0040 0.0132 3.076 I' 1.579 0.011 2.844 0.013 0,013 0.00 I 0.00 129 I 1280 0.0040 0.0132 .3.089 I 1.590 0.011 2.857 0.013 0.013 0.00 I 0.00 130 I 1290 0.0040 . 0.0132 3.102 I 1.601 0.011 2.870 0.013 0.013 0.00 I 0.00 131 I 1300 0.0040 0.0132 3.115 I 1.612 0.011 2.883 0.013 0.013 0.00 I 0.00 132 I 1310 0.0040. 0.0132 3.128 I 1.623 0.011 2.896 0.013 0.013 0.00 I 0.00 7/30/2008 4:19 PM Z:\2008108-142 NowaklTENTATIVE APPLlCATIONIDrainage study 1st submittallSanta Barbara Flow Cales 2 yr asphalt.xls p ~ 00 Pervious Area Impervious Area Cl:::: = --' = '" Time Rainfall I Rainfall in Accumul. Accumul. Incremental Accumul. Incremental Total Instant Design ;:-!. .= Increment Time Distribution Increment Rainfall Runoff Runoff Runoff Runoff Runoff Flowrate Flowrate :2:. e- min. fraction inches inches inches inches inches inches inches cfs cfs CCI t.!:l ::;:) => 133 1320 0.0040 0.0132 3.142 1.634 0.011 2.909 0:013 0.013 .0.00 0.00 C? <( I 134 1330 0.0040 0.0132 3.155 1:645 0.011 2.922 0.013 0.013 0.00 0.00 u.a I 135 1340 0.0040 0.0132 3.168 1.656 0.011 2.936 0.013 0.013 0.00 0.00 ~ I 136 1350 0.0040 0.0132 3.181 1.667 0.011 2.949 0.013 0.013 0.00 0.00 I 137 1360 0.0040 0.0132 3.194 1.678 . 0.011 I 2.962 0.013 0.013 0.00 0.00 I 138 1370 0.0040 0.0132 3.208 1.689 0,011 I 2.975 0.013 0.013 0.00 0.00 'I 139 1380 0.0040 0.0132 3.221 1.700 I 0.011 I 2.988 I 0.013 0.013 0.00 0.00 ,- . .1 ' 140 I 1390 0.0040 0.0132 3.234 1.711 I 0.011 I 3.001 I 0.013 0.013 0.00 0.00 I 141 1400 0.0040 0.0132 . I 3.247 I 1.722 I 0.011 I 3.015 I 0.013 0.013 I 0.00 i 0.00 I .142 . I. _ 1410... , 0,0040, 0.0132 I... 3.260 .,J 1.733 I .. '0.011 ~I ,3.028 .1. - 0.013 0.013. I.. 0.00 --I.. 0.00. I ..143 I 1420 0.0040 I 0.0132 I 3.274 I 1.744 I 0.011 I 3.041 I 0.013 0.013 I 0.00 I 0.00 . I 144 I 1430 0.0040 I 0.0132 I 3.287 I 1.755 I 0.011 . I 3.054 I 0.013 0.013 I 0.00 I 0.00 I 145 I 1440 0.0040 I 0.0132 I 3.300 I 1.766 0.011 I 3.067 I 0.013 0.013 I 0.00 I 0.00 7/30/2008 4:19 PM Z.\2008108-142 NowaklTENTATIVE APPLlCATIONIDrainage study 1st submiltallSanta Barbara Flow Calcs 2 yr asphalt.xls .\' t.". Known: Pervious A - r-tR~~~?'~'O..t;;X~:'5-p,:~,:: rea - ,.,",,\;:,;('j, ,>f<,'.it,:~",1-1 acres ..c,,-"O......'l"""._"'.,..,""'";.;r~ Imoervious % Imperv. = 100.00 ~{.\klI'J':r.I"'-~ -.i:,,'1<~~ Area =~~1Ji..Q,~9,,9I1KfjJ acres Site Area = 0.06 acres ,- w = 0.3333 - ''';JO..'~ Answer: Maximum Design Flowrate = 7/30/2008 4:20 PM t;'-"'"-'~1!!''' C N = .-<fIii1!" 84 'l'~<\,,-l;; ~X:~.:iI.d' """,\\:,,"~ CN = ~,,!~r~9-81~ ~w,;;;,,~,J;:;........'t\'iff'~ Total Rain = 0.05 . cIs in. Storage = 1.90 Storage = . 0.20 Time Incr. = 10 cu. ft. . cu. ft. min. 0.2S = 0.2S = T = c 9 u LU 00 e:::: = = --' N ~ co Q- 0.38 cu. ft. :2 tJ:l ~ => ~ 4: cr.> . LU 8:: 0.04 cu. ft. min. Z:\2008\08-142 Nowak\TENTATIVE APPLlCATION\Drainage study 1st submittal\Santa Barbara Flow Cales 2 yr parcels.xls . 01 ~ 00 C:::: = --' = I Pervious Area Impervious Area. ~ N Time Rainfall Rainfall in Accumul. Accumul. Incremental Accumul. Incremental Total Instant Design ~ Increment Time Distribution Increment Rainfall Runoff Runoff Runoff Runoff Runoff Flowrate Flowrate ~ <= = min. fraction inches inches inches inches inches inches inches cfs cfs co ~ =:;) 1 0 0 0 0 0 0 0 0 0 0 0 cr> <( . 2 10 0.0040 0.0132 0.013 0.000 0.000 0.000 0.000 0.000 0.00 0.00 LU ~ 3 20 0.0040 0.0132 I 0.026 0.000 0.000 0.000 0.000 0.000 0.00 000 4 30 0.0040 0.0132 I' 0.040 I . 0.000 0.000 0.000 .1 0.000 0.000 0.00 I 0.00 5 40 0.0040 0.0132 I 0.053 I 0.000 0.000 0.001 I 0.001 I 0.001 0.00 I 0.00 6 50 0.0040 0.0132 I 0.066 I 0.000 0.000 0.003 I 0.002 I 0.002 0.00 I 0.00 7 60 0.0040 0.0132 I 0.079 I 0.000 0.000 0.006 I 0.003' I 0.003 0.00 I 0.00 /. 8 I 70 0.0040 0.0132 . I 0.092 I 0000 0.000 0.010 I 0.004 I 0.004 0,00 I 0.00 9 I 80 0.0040 I 0.0132 I 0.106 I. 0.000 I 0000 0,016 I 0.005 I 0.005 I 0.00 I 0.00 - .J,"~,lO. ....L ~90 . .0.0040_.~ . .0.0132...1..,0..119.1.0.000. .. 0.000- 0.022 . _.. 0,006 ~I .0.006.. ...0,00.' --0.00 I 11 I 100 0.0040 0.0132 I 0.132 1 0.000 0.000 0.028 0.007 I 0.007 0.00 0.00 I 12 i 110 0.0050 0.0165 I 0.149 I 0.000 0.000 0.037 0.009 I 0.009 0.00 0.00 I 13 120 0.0050 0.0165 I 0.165 I 0.000 0.000 0.047 0.010 I 0.010 0.00 0.00 I 14 130 0.0050 0.0165 I 0.182 I 0.000 0.000 0.057 0.010 1 0.010 0.00 0.00 I 15 140 0.0050 0.0165 I 0.198 I 0.000 0.000 . 0.068 0.011 1 0.011 0.00 0.00 I 16 150 0.0050 0.0165 I 0.215 "I .0.000 0:000 . 0.080 0.011 I 0.011 0.00 0.00 I 17 160 0.0050 0.0165 I 0.231 0.000 0.000 0.092 0.012 I 0.012 0.00 0.00 I 18 170 0.0060 0.0198 1 0.251 0.000 0000 0.106 0.015 I 0.015 0.01 0.00 I 19 180 0.0060 0.0198 I 0.271 0.000 0.000 0122 0.015 0.015 0.01 0.01 I 20 190 0.0060 0.0198 0.290 0.000 0.000 0.137 0.016 0.016 0.01 0.01 I 21 200 0.0060 0.0198 0.310 0.000 0.000 . 0.153 0.016 0.016 0.01 0.01 . I 22 210 0.0060 0.0198 0.330 0.000 0.000 0.170 0.016 0.016 0.01 0.01 I 23 220 0.0060 0.0198 0.350 0.000 0.000 0.186 0.017 0.017 0.01 0.01 24 230 0.0070 0.0231 0.373 0.000 0.000 0.206 0.020 0.020 0.01 0.01 25 240 0.0070 0.02::11 0.396 0.000 0.000 0.226 0.020 0.020 0.01 0.01 26 250 0.0070 0.0231 0.419 0.001 0.001 0.246 0.020 0,020 0.01 0.01 27 260 0.0070 0.0231 0.442 0.002 0.001 0,266 0.020 0.020 1 0.01 0.01 28 270 0.0070 0.0231 0.465 0.004 0.002 0.287 0.021 0.021 I 0.01 . 0.01 29 280 0.0070 0.0231 0.488 0.006 0.002 0.307 0.021. 0.021 1 0.01 0.01 I 30 290 0.0082 0.0271 0.515 0.009 0.003 0.332 0.025 0.025 I 0.01 0.01 I 31 300 0.0082 0.0271 0.543 0.013 0.004 0.357 0.025 0.025 I 0.01 0.01 I 32 310 0.0082 0.0271 0.570 0.017 0.004 0.382 0.025 0.025 . I 0.01 0.01 I 33 . 320 0.0082 0.0271 0.597 0.022 0.005 0.407 0.025 0.025 I 0.01 0.01 7/30/2008 4:20 PM Z:\2008\08-142 Nowak\TENTATIVE APPLlCATION\Drainage study 1st submittal\Santa Barbara Flow Calcs 2 yr parcels.xls Time Increment " .34 I 35 1 36 1 37 . 1 38 1 .39 1 40 I 41 42. I - . < 43.< I~ . 44 I. 45 1 46 1 47 1 48 1 49 1 50 1 I 51 I I 52 I 1 53 I 1 54 I 155 . 1 1 56 I I. .57 1 1 58 1 1 59 1 1 .60 1 I 61 I 62 I' 63 64 I 65 I 66 I 7/30/2008 4:20 PM Time min. 330 340 350 360 370 380. 390 400 410 420 ~ l 430 1 440 1 450 I 460 1 470 I 480 '1 490 500 I 510 I 520 530 540 550 560 570 580 590 600 610 620 630 640 650 Rainfall Distribution fraction 0.0082 0.0082 0.0095 0.0095 0.0095 0.0095 0.0095. 0.0095 0.0134 I .0.0134--1 0.0134 I 0.0180 1 0,0180 I 0.0340 I 0.0540 0,0270 0.0180 0.0134 0.0134 0.0134 0.0088 0.0088 0.0088 0.0088 0.0088 0.0088 0.0088 0.0088 0.0088 0.0088 0.0088 0.0088 0.0072 Rainfall in Increment inches I Accumul. Rainfall inches Pervious Area Accumul. Incremental Runoff Runoff . inches inches 0.0271 0.624 0.027 0.0271 0.651 0.033 0.0314 0.682 0.041 0.0314 0.713 0.049 0.0314 0.745 0.058 0.0314 0.776 '0.068 0.0314 0.808 0.078 0.0314 0.839 0.089 0.0442. 1 0,883 1 0.105 I .0.0442. -+.0,927'..1 ~ 0,122.1- 0.0442 I 0.972 I 0.140 1 0.0594 1 1.031 1 0.165 1 0.0594 1090 1 0,192 I 0.1122 1203.., I. 0.248 I 0.1782 1.381 0.344 I 0.0891 ..1.470 . 0.396 0.0594 1.529 0.432 0.0442 1.573 0.459 0.0442 1.618 0.487 0.0442 1.662 0.515 0.0290 1.691 0.534 0.0290 1.720 0.553 0.0290 1.749 0.572 0.0290 1.778 0.591 0.0290 1.807 0.611 0.0290 1.836 0.630 0.0290 1.865 0.650 0.0290 1.894 0.670 0.0290 1.923 0.690 0.0290 1.952 0.710 0.0290 .1.981 0.731 0.0290 2.010 0.751 0.0238 2.034 0.768 0.006 0.006 0.008 0.008 0.009 0.010 0.010 0.011 0.016 0,0.17 0.018 0.026 0.027 0.055 0.097 0.052 0.036 0.027 0.028 0.028 0.019 0.019 0.019 0.019 0.019 0.020 0.020 0.020 0.020 0.020 0.020 0.021 0:017 Imoervious Area Accumul. Incremental Runoff Runoff inches inches Total Runoff inches Instant Flowrate cfs 0.01 0.01 0.01 0.01 1 0.01 I 0.01 10.01 I 0.01 1 0.02' 1 "0.02 I 0.02 1 0.02 1 0.02 1 0.04 0.06 .0.03 0.02 0.02 0.02 0.02 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 Design Flowrate cfs 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 "'0,01 '.1 0,02 1 0.02 1 0.02 0.03 0.04 0.05 0.03 0.02 0.02 0.02 0.01 0.01 0.01 0.01 0:01 0.01 0.01 0.01. 0.01 0,01 0.01 0.01 0.01 9 ~rg --,0 :cc N. r==c:c -c::.' ~. CClI ~ ~~ en <( a..la ~ 2:\2008\08.142 Nowak\TENTATIVE APPLlCATION\Drainage study 1st submittal\Santa Barbara Flow Calcs2 yr parcels.xls 0.432 0.025 0.025 0.457 0.025 0.025 1 0.486 0.029 0.029 I' 0.516 0.030 0.030 I 0.546 0.030 I 0.030 '1 0.576 0.030.1 0.030. I 0.606 0.030 1 0.030 I 0,636 0.030 - I 0.030 1 0.678 1 0.042 1 0.042 '" ~0.721" i"'0.043'~1 ~0.043. 0.763 1 0.043 1 0.043 '0.821 1 0.058 1 0058 0.879 1 0.058 I 0.058 0.988 1 0109 1 0.109 1.163 I 0.175 '1 0.175 1.250 1 0.088 1 0.088 1.309 I 0.059 1 0.059 1.353 1 0.044 I 0.044 1.396 1 0.044 I 0.044 1.440 I 0.044 I 0.044 1.468 1 0.029 I 0.029 1.4971 0.029 I 0.029 1.526 0.029 1 0.029 1.555' 0.029 1 0.029 1.583 0.029 1 0.029 1.612 0.029 I 0.029 1.641 0,029 1 0.029 1.670 0.029. 1 0.029 1698 0.029 1 0.029 1.727 0.029 1 0.029 1.756 0.029 I 0.029 1.785 0.029 1 0,029 1.808 0.024 I 0.024 CIl I Pervious Area I mpervious Area I ~ = Q::: = = Time Rainfall Rainfall in Accumul. Accumul. Incremental Accumul. Incremental Total Instant Design --' <'-.I Increment Time Distribution Increment Rainfall Runoff Runoff Runoff Runoff Runoff Flowrate Flowrate ~ cc min. fraction inches inches inches inches inches inches inches cfs cfs ::2: c:>- Cl:Il = 67 660 0.0072 0.0238 2.058 0.785 0.017 1.832 0.024 0.024 0.01 0.01 => => I 68 670 0.0072 0.0238 2.082 0.802 0.017 1.855 0.024 0.024 0.01 0.01 cr,) <( . I 69 680 0.0072 0.0238 I . 2.105 0.819 0.017 1.879 0.024 0,024 1 0.01 .0.01 LU R'" 1 70 690 0.0072 0.0238 I 2.129 0.837 0.017 1.902 I 0.024 1 0.024 I 0.01 0.01 1 71 700 0.0072 0.0238 I 2.153 0.854 0.017 1.926 1 0.024 I 0.024 1 0.01 0.01 1 72 710 0.0072 0.0238 I 2.177 0.871 I 0.017 1.950 I 0.024 I 0.024 I 0.01 0.01 1 73 720 0.0072 0.0238 1 2.200 0.889 'I 0.018 1.973 I 0.024 I 0.024 1 0.01 0.01 I 74 730 0.0072 0.0238 I 2.224 0.906 1 0.018 1.997 I 0.024. 1 0.024 I 0.01 0.01 75 . 740 I 0.0072 I 0.0238 I 2.248 1 0.924 I 0.018 1 2.020 I 0.024 1 0,024 I 0.01 I 0.01. -76... .~-750~. '. .0.0072~-- .--.0.0238 .j. ..2.272 I. .0.942 1 ..0.018... .-- .2:044 .0:024 -- I .0.024 . ~0.01._.1 '0.01- 77 760 0.0072 0.0238 I 2.295 I 0,960 I 0.018 2.068 0.024 I 0.024 0.01 I 0.01 78 770 0.0057 0.0188 I 2.314 I 0.974 1 0.014 2.086 0.019 1 0.019 0.01 I 0.01 79 780 0.0057 0.0188. I 2.333 I 0.988 I 0.014 2.105 0.019 I 0.019 0.01 I 0.01 I 80 790 0.0057. 0.0188 1 2.352 .J 1.002 1 0.014 2.124 0.019 I 0.019 0:01 1 0.01 ,'1 81 800 0.0057 0.0188 I 2.371 1 1.017 I 0.014 2.142 0.019 1 . 0.019 0.01 1 0.01 .I 82 810 0.0057 0.0188 1 2.390 .1. 1.031 1 0.014. 2.161 0.019 ..j 0.019 . . 0.01 I 0.01 . 1 83 820 0.0057 0.0188 1 2.408 I 1.045 1 0.014 2.180 . 0.019 0.019 . 0.01 I 0.01 1 84 830 0.0057 0.0188' I 2.427 I 1.060 I 0.014 2.198 0.019 0.019 0.01 0.01 I 85 840 0.0057 0.0188 I 2.446 . I 1.074 I 0.014 2.217 0.019 0.019 0.01 0.01 1 86 850 0.0057 0.0188 2.465 I 1089 I 0.014 2.236 0.019 0.019 0.01 0.01 87 860 0.0057 0.0188 2.484 1.103 0.015 2.254 . 0.019 0.019 0.01 0.01 88 870 0.0057 0.0188 2.502 1.118 0.015 2:273 0.019 0.019 0.01 0.01 89 880 0.0057 I 0.0188 2.521 I 1.132 0.015 2.292 0.019 0.019 0.01 0.01 90 890 0.0050 1 0.0165 2.538 1 1.145 0.013 2.308 0.016 0.016 0.01 0.01 1 91 900 0.0050 1 0.0165 2.554 I 1.158 0.013 2.325 0.016 . 0.016 0.0.1 0.01. . I 92 910 0.0050 I 0.0165 2.571 I 1.171 0.013 2.341 0.016 0.016 0.01 0.01 93 920 0.0050 1 0.0165 2.587 1 1.184 0.013 2.357 0.016 0.016 0.01 0.01 I 94 930 0.0050 I 0.0165 2.604 I 1.197 0.013 2.374 0.016 0.016 0.01 0.01 I 95 940 0.0050 - I 0.0165 2.620 I 1.210 0.013 2.390 0.016 0.016 0.01 . 0.01 I' 96 950 0.0050 I 0.0165 2.637 1 1.223 0.013 2.407 0.016 0.016 0.01 0.01 I 97 960 0.0050 1 0.0165 2.653 I 1.236 0.013 2.423 0.016 0.016 0.01 0.01 I 98 970 I 0.0050 I 0.0165 2.670 .1 1.249 0.013 2.440 0.016 0.016 0.01 0.01 I 99 980-.1 0.0050 I 0.0165 2.686 I 1.262 0.013 2.456 0.016 0.016 0.01 0.01 I 7/30/2008 4:20 PM Z:\2008\08-142 Nowak\TENTATIVE APPLlCATION\Drainage study 1st submittal\Santa Barbara Flow Cales 2 yr parcels. xis ~ . Pervious Area Impervious Area ~ ~ ' Time Rainfall Rainfall in Accumul. Accumul. Incremental Accumul. Incremental Total Instant I Design . -I I Increment Time Distribution Increment Rainfall Runoff Runoff Runoff Runoff Runoff Flowrate Flowrate .~ I\Cl min. fraction inches inches inches inches inches inches inches cfs cfs ~ ~' 100 990 2.703 1.275 0.013 2.472 0.016 0.016 0.01 0.01 CCl t!:l 0.0050 0.0165 =:> ~ 101 1000 0.0050 0.0165 2.719 1,289 0,013 2.489 0,016 0.016 0.01 0,01 U> "" u.. 102 1010 0.0040 0.0132 2.732 1.299 0,011 2,502 0.013 0.013 0.00 0.01 ~ 103 1020 0.0040 0.0132 2.746 1.310 0,011 2.515 0.013 0:013 0.00 0.01 104 1030 0.0040 0.0132 . 2.759 U20 0.011 2.528 0.013 0.013 0,00 0.00 105 I 1040 0,0040 0.0132 2,772 1.331 0.011 2.541 I. 0.013 0.013 0.00 0,00 106 I 1050 0.0040 0.0132 2.785 I 1.341 0.011 . 2.554 I 0.013 0.013 0.00 0.00 107 I 1060 0.0040 0.0132 2.798 I 1.352 0,011 2.568 I 0.013' 0.013 0.00 0.00 I 108 I 1070 I 0.0040 0.0132 2.812 I 1.363 0.011 2,581 I 0.013 ! 0.013 I 0.00 I 0,00 I~ ~109. I ..1080.. 0.0040 ,.. ,0,0132 .~ " ~2.825. I 1.373 . ~0.01,1 . . . ..2,594,~. ;0,013. 0., ~"0.013. I~O,OO.j .' 0,00 I 110 I 1090 0.0040 0.0132 2.838 I 1,384 0.011 2.607 0.013 0.013 I 0.00 i 0.00 I 111 I 1100 0.0040 0.0132 2,851 I 1,395 0,011 2.620 0.013 0.013 I- 0.00 I 0.00 I 112 1110 0.0040 0.0132 2.864 i 1.405 0,011 2.633 0.013 0.013 i 0.00 . 0.00 .113 1120 0.0040 0.0132 2.878 I 1.416 0,011 2,646 0.013 0.013 I 0.00 0.00 114 1130 0.0040 0.0132 2.891 I 1.427 0.011 2.660 0.013 0.013 I 0.00 0.00 .115 1140 0.0040 0.0132. ..2.904 " 1.438 0,011 2.673 0.013 0.013 I 0.00 0.00 1.16 1150 0.0040 0.0132 2.917 1.448 0.011 2.686 0.013 0.013 I 0.00 0.00 117 1160 0.0040 0.0132 2.930 1.459 0.011 2.699 0.013 0.013 0.00 0.00 118 1170 0.0040 0.0132 2.944 1.470 0.011 2.712 0.013 0.013 0.00 0.00 119 1180 0.0040 0.0132 2.957 1.481 0.011 2.725 0.013 0.013 0.00 0.00. 120 1190 0.0040 0.0132 2.970 1.492 0.011 2.738 0,013 0.013 0,00 0.00 121 1200 0.0040 0.0132 2.983 1,502 0.011 2.752 0.013 0.013 0.00 0.00 122 1210 0.0040 0.0132 2,996 1.513 0,011 2,765 0.013 0.013 0.00 . 0.00 I 123 1220 0,0040 0.0132 3.010 1.524 0.011 2.778 0.013 0,013 0,00 0.00 I 124 1230 0.0040 0.0132 3;023 1.535 0.011 2.791 0.013 0,013 0.00 0.00 I . 125 1240 0.0040 0.0132 3.036 1.546 0.011 2.804 0.013 0,013 0.00 0.00 I 126 1250 0.0040 0.0132 . 3049 1.557 0.011 2.817 0.013 0.013 0.00 0.00 I 127 1260 0.0040 0.0132 3.062 1,568 0.011 2,830 0.013 0.013 0.00 0.00 128 1270 0.0040 0.0132 3,076 1,579 0,011 2,844 0.013 0.013 0.00 0.00 129 1280 0.0040 0.0132. 3.089 I 1.590 0,011 2,857 0.013 0.013 0.00 0.00 ,- , 130 1290 0,0040 0.0132 3.102 I 1.601 0.011 2.870 0.013 0.013 0.00 0.00 131 1300 0,0040 0.0132 3.115 I 1.612 0.011 2.883 0.013 0.013 0.00 0.00 132 1310 0.0040 0.0132 ' 3.128 I 1.623 0.011 2.896 0.013 0.013 0,00 0.00 7/30/2008 4:20 PM Z:\2008108-142 NowaklTENTATIVE APPLlCATIONIDrainage study 1st submittallSanta Barbara Flow Calcs 2 yr parcels.xls ~ ~ co Pervious Area Impervious Area Ct:: <=> , <=> Time Rainfall Rainfall in Accumul. Accumul. Incremental Accumul. Incremental Total Instant Design ~ N ~ Increment Time Distribution Increment Rainfall Runoff Runoff Runoff Runoff Runoff Flowrate Flowrate ~ e,' min. fraction inches . . inches inches inches inches inches inches cfs cfs cc t!:l 133 1320 0.0040 0.0132 3.142 1.634 0.011 2.909 .0.013 '0.013 0.00 0.00 ==>> => ~ c:( 134 1330 0.0040 0.0132 3.155 1.645 0.011 2.922 0.013 0.013 0.00 0.00 b.l.i 135 1340 0.0040 0.0132 3.168 1.656 0.011 . 2.936 0.013 0.013 0.00 0.00 ~ 136 1350 0.0040 0.0132 3.181 1.667 0.011 2.949 0.013 0.013 0.00 0.00 137 1360 0.0040 0.0132 3.194 1.678 0.011 2.962 I 0.013 0.013 0.00 0.00 138 I 1370 0.0040 0.0132 3.208 I 1.689 0.011 2.975 1 0.013 0.013 1 0,00 i 000 139 1 1380 0.0040 0.0132 3.221 1 1.700 0.011 2.988 1 0.013 0.013 .1 0.00 1 0.00 140 I 1390 0.0040 0.0132 3.234 1 1.711 0.011 3.001 1 0.013 0.013 r 0.00 I 0.00 141 1 1400 0.0040 0.0132 1 3.247 1 1.722 0.011 3.015 I 0.013 0.013 1 0.00 I 000 .142 I 1410 0.0040 1 0.0132 .1. 3.260 I 1.733 0.011 3.028 I . 0.013 0.013 .1 0.00 1 0.00 143 I 1420 0.0040 1 0.0132 1 3.274' 1 1.744 0.011 3,041 1 0.013 0.013 I 0.00 1 0.00 . 144 1 1430 0.0040 1 0.0132 1 3.287 1 1.755 0.011 3.054 1 0.013 0,013 1 0.00 I 0.00 145 1 1440 0.0040 1 0.0132, 1 3.300 1 1.766 0.011 3,067 1 0.013 0.013 1 0.00 I 0.00 .- 7/30/2008 4:20 PM Z:\2008108-142 NowaklTENTATIVE APPLlCATIONIDrainage study 1st submittallSanta Barbara Flow Cales 2 yr parcels.xls ...',) - ClI I Inflow Infiltration Outflow Detention ~ co = Time Flowrate Flowrate Flowrate Infiltration I Infiltration .= ...... Increment Time Asphalt Roof Total Volume Rate Rate Flowrate Volume Flowrate Volume Volume Depth_ ~ min. cis i cfs cfs . c.t. in/hr I cflhr cis c.f. cis c.f. c.f in L"_ = 1 I 0 0.00 I 0.00 0,00 0.00 OAO 16.00 0.00 2.67 0.68 408.00 0.00 0.00 ~ i l!' 2 I 10 0.00 I 0.00 0.00 0.00 OAO 16.00 0.00' 2.67 0.68 408.00 0.00 0.00 = ) :::> <t 3 I 20 0.00 I 0.00 0.00 0.00 OAO 16.00 0.00 2.67 0.68 408.00 0.00 I 0.00 ~ 4 I 30 0.00 I n 00 0.00 0.00 OAO 16.00 0.00 2.67 0.68 408.00 0.00 I 0.00 5 I 40 0,00 I 0.00 0.00 0.01 OAO 16.00 0.00 2.67 0.68 408.00 0.00 I 0.00 - 6 I 50 0.00 I 0.00 0.00 0.04 OAO 16.00 0.00 2.67 0.68 408.00 0.00 I 0.00 . 7 I 60 0.00 I 0.00 .000 0.09 OAO 16.00 0.00 2.67 0.68 408.00 0.00 I 0.00 8 I 70 0.00 I 0.00 0.00 .0.13 OAO 16.00 0.00 2.67 0.68 408.00 0.00 I 0.00 9 I 80 0.00 I 0.00 0.00 0.17 OAO 16.00 0.00 2.67 0.68 408.00 0.00 I 0.00 10 I 90 0.00 r .0.00 0.00 I 0.21 OAO 16.00 0.00 2.67 0.68 408.00 0.00 i 0.00 11 I 100 0.00' I 0.00 0.00 I . 0.24 OAO 16.00 0.00 -2.67 0.68 408.00 - 0.00 I 0.00 12 I 110 0.00 I 0.00. 0.00 I 0.29 OAO 16.00 0.00 2.67 0.68. 408.00 0.00 I 0.00 13 I 120 0.00 I 0.00 0.00 I 0.35 OAO 16.00 0.00 2.67 0.68 408.00 0.00 I 0.00 14 130 0.00 I 0.00 0.00 I 0.39 OAO 16.00 0.00. . 2.67 0.68 408.00 0.00 I 0.00 15 140 0.00 I 0.00 0.00 d OA1 OAO 16.00 0.00 .2.67 0.68 408.00 0.00 I 0.00 16 150 0.00 I 0.00 0.00 I OA4 OAO .16.00 0.00 2.67 0.68 408,00 0.00 I '0.00 17 160 0.00 I 0.00 0.00 I OA6 OAO 16.00 0.00 2.67 0.68 408.00 0.00 I 0.00 18 170 0.00 '1 0.00 0.00 I 0.51 OAO 16.00 0.00 2.67 0.68 408.00 0.00 I 0.00 19 180 0.00 I 000 0.00 I 0.57 OAO 16.00 0.00 2.67 0.68 408.00 0.00 I 0.00 20 190 0.00 I 0.00 0.00 0.60 0,40 16.00 0.00 2.67 0.68 408.00 0.00 I 0.00 21 200 0.00 I 0.00 0.00 .0.62 OAO 16.00 0.00 2.67 0.68 408.00 0.00 I 0.00 22 210 0.00 0.00 0.00 0.64 OAO 16.00 0.00 2.67 0.68 408.00 0.00 I 0.00 23 220 0.00 0.00 0.00 0.65 OAO 16.00 0.00 2.67 0.68 408.00 0.00 0.00 24 230. 0.00 0.00 0.00 0.70 OAO 16.00 0.00 2.67 0.68 408.00 0.00 0.00 .25 240 0.00 0.00 0.00 0.76 OAO 16.00 0.00 2.67 0,68 408:00 0.00 0.00 26 250 0.00 000 0.00 0.79 OAO 16.00 0.00 '2.67 I 0.68 408.00 0.00 0.00 27 260 0.00 000 0.00 0.80 OAO 16.00 0.00 2.67 I 0.68 408.00 0.00 0.00 28 270 0.00 0.00 0.00 0.81 OAO 16.00 0.00 2.67 I 0.68 408.00 0.00. 0.00 . 29 280 0.00 0.00 0.00 0.82 OAO 16.00 0.00 2.67 I 0.68 408,00 0.00 0.00 30 290 0.00 0.00 0.00 0.88 OAO 16.00 0.00 2.67 I 0.68 408.00 0.00 0.00 31 300 0.00 0.00 0.00 0.95 OAO 16.00 0.00 2.67 I 0.68 408.00 0.00 0.00 ,- 32 310 0.00 0.00 0.00 0.98 OAO 16.00 0:00 .2.67 I 0.68 408.00 0,00 0.00 33 320 0.00 0.00' 0.00 0,99 OAO 16.00 0.00 2.67 I 0.68 408.00' 0.00 0.00 34 330 0.00 0.00 0.00 1.00 0.40 16.00 0.00 2.67 I 0.68 408.00 0.00 0.00 35 340 0.00 0.00 0.00 1.01 OAO 16.00 0.00 2.67 I 0.68 408.00 0.00 0.00 7/31/2008 Z:\2008108-142 NowaklTENTATIVE APPLlCATIONIDrainage study 1st submittall 9:06 AM Santa Barbara Reservoir Depth Sizing 2 year above.xlsx .-:' Q ~ co ;r::::t,o:: = Inflow Infiltration Outflow Detention -= ~~ . Time Flowrate Flowrate Flowrate Infiltration Infiltration Increment Time Asphalt Roof Total Volume Rate Rate Flowrate Volume Flowrate Volume Volume DeplR; ~ min. cfs cfs cfs c.f. . in/hr cf/hr cfs d. cfs c.f. c.f inlCC ~ :::;;Io.=> 36 350 0.00 0.00 0.00 1.07 0.40 16.00 0.00 2.67 0.68 408.00 0,00 O,O~ <( 37 360 0,00 0,00. 0,00 1,14 0.40 16,00 0,00 2,67 0,68 408,00 0.00 DO&:!.": 38 370 0,00 0,00 0,00 1.17 0.40 16,00 ,0,00 I 2,67 0,68 408,00 0,00 O,O~ 39. 380 0,00 0,00 0,00 1.18 0.40 16.00 0,00 ' 2,67 0,68 408,00 0,00 0,00 40 390 0,00 0.00 0,00 1,19 0.40 16,00 0,00 2,67 0,68 408,00 0,00 0,00 41 400 0,00 0,00 0.00 1,20 0.40 16,00 0,00 2,67 068 408,00 0,00 0,00 42 410 0,00 0,00 0,00 1,36 0.40 16,00 0,00 2,67 0,68 . , 408,00 0,00 0,00 43 420 0,00 0,00 0.00 1,59 0.40 16,00 0,00 2,67 0,68 I 408,00 0,00 0,00 44 430 0,00 0,00 0,00 '1,67 0.40. 16,00 0,00 2,67 0,68 I 408,00 0.00 0,00 45 440 I . 0,00 0,00 0,00 1,89 0:40 I 16,00 0,00 2,67 0:68 I 408,00 0,00 0,00 46 450 I 0,00 0,00 0,00 2,17 0.40 I 16,00 . 0,00 2,67 0,68 I '408,00 0,00 0,00 47 460 I 0,00 0,00 0,00 2,95 0.40 I 16,00 0,00 2,67 0,68 I 408,00 0.00 0,00 48 470 I 0,01 0,00 0,01 4,77 0.40 I 16,00 0,00 2.67 0,68 I 408,00 0,00 0,00 49 480 I 0,01 0,00 0,01 5,09 0.40 I 16,00 ' 0,00 2,67 0,68 I 408,00 0,00 0.00 50 490 I 0,01 0,00 0,01 3,64 0.40 I 16,00 0,00 2,67 0,68 I 408,00 0,00 0,00 51. 500 I 0,00 000 0,00 2,58 0.40 I 16,00 0,00 2,67 : 0,68 I 408,00 0,00 0,00 52 510 I 0,00 0,00 0,00 2,02 0.40 I 16,00 ' 0,00 2,67 0,68 I 408,00 .0,00 0,00 . 53 520 I 0,00 0,00 0.00 1,84 0.40 I 16,00 0,00 2,67 0.68 ' 408,00 0,00 0,00 54 530 I 0,00 0,00 0,00 1,58 0.40 I 16,00 0.00 2,67 0,68 408,00 0,00 0,00 55 540 I 0,00 0,00 0,00 1,29 0.40 I 16,00 0,00 2,67 0,68 408,00 0:00 0,00 56 550 0,00 0,00 000 1,20 0.40 I 16,00 0,00 2,67 0,68 408,00 0,00 0,00 57 560 I 0,00 0,00 0.00 1,16 0.40 I 16,00 0,00 2,67 0,68 408,00 0,00 . 0,00 58 570 0,00 0,00 0,00 1,15 0.40 I 16.00 0:00 2,67 0,68 408.00 0,00 0,00 59 580 I 0.00 0,00 0,00 1.15 0.40 16,00 0,00 2,67 0,68 408,00 0,00 0,00 60 590 I 0,00 0,00 0,00 1,15 0.40 16,00 0,00 I 2:67 0,68 408,00 0,00 . 0,00 61 600 I 0.00 0,00 0,00 1,15 0.40 . 16,00 0,00 I. 2,67 0,68 408,00 0,00 0,00 62 610 I 0,00 0,00 0,00 1,15 0.40 16,00 0,00 I 2,67 0,68 408,00 0.00 0,00 63 620 I 0.00 0.00 0.00 1,15 0.40 16:00 0.00 I' 2.67 0.68 408.00 0.00 0,00 64 630 I 0,00 0,00 0,00 1,15 0.40 16,00 0,00 I 2,67 0.68 - 408.00 0.00 0,00 65 640 I 0,00 0.00 0,00 1,15 0.40 16,00 0,00 I 2.67 0.68 408,00 0.00 0,00 66 650 I 0,00 0,00 0.00 1,08 0.40 16,00 0,00 I 2.67 0.68, 408.00 0.00 ,I 0:00 ,- 67 660 I 0.00 0,00 0.00 0.99 0.40 16,00 0,00 2.67 0.68 408.00 0.00 I 0.00 68 670 I 0,00 0,00- 0,00 0,96 0.40 16.00 ' 0,00 2.67 0.68 408,00 0.00 i 0.00 69 680 I 0,00 0,00 0,00 0,95 0.40 16.00 0.00 2.67 0.68 408.00 0,00 1 0,00 70 690 0.00 0,00 0.00 0,94 0.40 16.00 0,00 2,67 0.68 408.00 0.00 i 0.00 7/31/2008 Z:\2008108-142 NowaklTENTATIVE APPLlCATIONIDrainage study 1st submittall 9:06 AM Santa Barbara Reservoir Depth Sizing 2 year above.xlsx .- 9 I Inflow Infiltration Outflow o.em~ Time Flowrate Flowrate Flowrate Infiltration Infiltration Volume ~th, Increment Time Asphalt Roof Total Volume Rate Rate Flowrate Volume Flowrate Volume min. cfs ,'cfs cfs c.f. in/hr cf/hr cfs c.f. cfs c.f. c.f ==J'. =1 106 1050 0.00 0.00 0.00 0.53 DAD 16.00 0.00 2.67 0.68 408.00 0.00 lQll)() ~ 107 1060 0.00 0.00 0.00 0.53 DAD 16.00 0.00 2.67 0.68 408.00 0.00 i!li6O <I 108 1070 0.00 0.00 0.00 0.53 DAD 16.00 0.00 2.67 0.68 408.00 0.00 .iliii6 I 109 1080 0.00 0.00 0.00 0.53 DAD 16.00 0.00 2.67 0.68 I .408.00 0.00 ~ I 110 1090 0.00 0.00 0.00 0.53 DAD 16.00 0.00 2.67 . 0.68 I . 408.00 0.00 0.00 I 111 1100 0.00 0.00 0.00 0.53 DAD 16.00 0.00 2.67 0.68 l 408.00 0.00 0.00 112 1110 I 0.00 0.00 0.00 0.53 DAD 16.00 0.00 2.67 0.68 408.00 0.00 0.00 113 1120 I 0.00 0.00 0.00 0.53 DAD 16.00 0.00 2.67 0.68 i 408.00 0.00 0.00 114 1130 I 0.00 0.00 0.00 0.53 DAD 16.00 0.00 2.67 0.68 1 408.00 0.00 0.00 115 1140 .1 0.00 0.00 0.00 0.53 DAD 16.00 0.00 2.67 I 0.68 I 408.00 0.00 0.00 116 1150 0.00 0.00 0.00 0.53 DAD 16.00 0.00 2.67 -'1 0.68 408.00 0.00 0.00- 117 1160 0.00 0.00 0.00 0.53 DAD 16.00 0.00 2.67 0.68 408.00 0.00 ..0.00 118 1170 0.00 0.00 0.00 0.53 DAD 16.00 0.00 .2.67 0.68 408.00 0.00 0.00 119 1180 0.00 0.00 0.00 0.53 DAD 16.00 0.00 2:67 0.68 408.00 0.00 0.00 120 1190 0.00 0.00 0.00 0.53 DAD 16.00 0.00 2.67 0.68 408.00 0.00 0.00 121 1200 . 0.00 0.00 0.00 0.53 DAD 16.00 0.00 2,67 0.68 408.00 0.00 0.00 122 1210 0.00 0.00 0:00 . 0.53 DAD 16.00 0.00 2.67 0.68 408.00 '0.00 0.00 123 1220 0.00 0.00 0.00 0.53 DAD 16.00 0.00 2.67 0.68 408.00 0.00 0.00 124 1230 0.00 0.00 0.00 0.53 DAD 16!00 0.00 2.67 0.68 408:00 0.00 0.00 125 1240 0.00 0.00 0.00 0.53 DAD 16.00 0.00 2.67 0.68 408.00 0.00 0.00 126 1250 0.00 0.00 0.00 0.53, DAD 16.00 0.00 2.67 0.68 408.00 0.00 0.00 127 I. 1260 0.00 0.00 0.00 0.53 DAD 1600 0.00 I" 2.67 0.68 408:00 0.00 0.00 128 1 1270 0.00 0.00 0.00 0.53 DAD 16.00 0.00. I 2.67 0.68 408.00 J 0.00 0.00 129 1280 0.00 0.00 0.00 0.53 DAD 16.00 0.00 I 2.67 0.68 408.00 '1 0.00 0.00 130 1290 0.00 0.00 0.00 0.53 DAD 16.00 0.00 1 2.67 0.68 408.00 I 0.00 0.00 131 1300 0.00 0.00 0.00 0.53 DAD 16.00 0.00 1 2.67 0.68 408.00 I 0.00 0.00 132 I 1310 0.00 0.00 0.00 0.53 DAD 16.00 0.00 I 2.67 0.68 408.00 i 0.00 0.00 133 j 1320 0.00 0.00 '0.00 0.53 DAD 1600 0.00 1 2.67 0.68 . 408.00 I. 0.00 0.00 1 134 I 1330 0.00 0.00 0.00 0.53 DAD 16.00 0.00 1 2.67 0.68 408.00 I 0.00 0.00. 1 135 1340 0.00 0.00 0.00 0.53 DAD 16.00 0.00 1 .2.67 0.68 408.00 I 0.00 0.00 I 136 I 1350 0.00 0.00 0.00 0.53 DAD 16.00 0.00 I 2.67 0.68 408.00 1 0.00 0.00 I 137 I 1360 0.00 0.00 0.00 0.53 DAD 16.00 0.00 1 2.67 0.68 . 408.00 I 0.00. 0.00 I 138 I 1370 I 0.00 0.00 0.00 0.53 DAD 16.00 0.00 I 2.67 0.68 408.00 I 0.00 0.00 1 139 I 1380 I 0.00 0.00 0.00 0.53 DAD 16.00 0.00 I 2.67 0.68 408.00 I 0.00 .0.00 1 140 1390 I 0.00 0.00 0.00, 0.53 DAD 1600 0.00 I 2.67 0.68 408.00 0.00 0.00 7/31/2008 Z:\2008108-142 NowaklTENTATIVE APPLlCATIONIDrainage study 1st submittall 9:06 AM Santa Barbara Reservoir Depth Sizing 2 year above.xlsx I Inflow Time Flowrate Flowrate Flowrate Increment Time Asphalt Roof Total min. cfs cfs cfs 141 1400 0.00 0.00 0.00 142 1410 0.00 0.00 0.00 143 1420 0.00 0.00 0.00 144 1430 0.00 0.00 .I 0.00 145 1440 0.00 0.00 1 0.00 .'. 7/31/2008 9:06 AM " I Infiltration Infiltration Infiltration Volume Rate Rate Flowrate ---.---- c.f. in/hr cf/hr cfs 0.53 DAD 16.00 0.00 0.53 DAD 16.00 0.00 0.53 DAD 16.00 0.00 0.53 DAD 16.00 0.00 0.53 DAD 16.00 0.00 " Outflow Detention c ~. Q::: --R i::! ~ CD :=>> ~ ~ a.. co = = c-.J ~ <::I <.!:' :::> <( Volume Flowrate Volume Volume Depth c.f. cfs c.f. c.f in 2.67 0.68 408.00 0.00 0.00 2.67 0.68 408.00 0.00 0.00 2,67 0.68 408.00 0.00 0.00 2.67 0.68 408.00 0.00 0.00 2.67 0.68 408.00 0.00 0.00 Z:\2008108-142 NowaklTENTATIVE APPLlCATIONlDrainage study 1st submittall Santa Barbara Reservoir Depth Sizing 2 year above.xlsx .. <'~;1 25- YEAR FLOW RATE AND DETENTION CALCULA ~IONS PRE.SUBMITTAL REC'O AUG 0_62008 ,. " \ '" Known: Pervious ~'i<;tij%~~..~~'~t' Area = ~~~~acres Imoervious % Imperv. = 100.00 Area = acres Site Area = 0.011019 acres w= .0.3333 Answer: Maximum Design Flowrate = . . 7/30/2008 4.20 PM eN = ~f'8'A4"-.i'"~",,.;;.1 fi't:~)j;!1f! 'CN = Total Rain = 0.01 Storage = Storage = 1.90 0.20 10 cu. ft. 0.2S = 0.38 0.04 cu. ft. cu. ft. min. 1'Ii%1l:""'j('''!!i'. . Tc = ..".'-10",," min. ."",..... .w...""",iiti.~~ c ~ Q::: --' ~ 2: CD :=>> ~ . LL1I Q::: a.. co = = c-.J ~ <::I <.!:' :::> <( , in. Time Incr. = cu. ft. 0.2S = Z:\2008108-142 NowaklTENTATIVE APPLlCATIONIDrainage study 1 st submittallSanta Barbara Flow Cales 25 yr asphall.xls cfs " ~ <J Pervious Area Impervious Area LLI co Q::: <::> <::> Time I Rainfall Rainfall in Accumul. Accumul. Incremental Accumul. Incremental Total Instant Design ~ ...... Increment Time Distribution Increment Rainfall Runoff Runoff Runoff Runoff Runoff Flowrate Flowrate = min. fraction inches inches inches inches inches inches inches cfs cfs 'S e 1 0 0 cr::l <.!:' 0 0 0 0 0, 0 0 0 0 -;:>, => 1 2 10 0,0040 0.0192 Om9 0.000 0.000 0.000 0.000 0,000 0.00 0,00 "? <( 1 3 20 0.0040 0.0192 0,038 0.000 0.000 0,000 0.000 0.000 0.00 0.00 e:!::! 1 4 30 0.0040 0.0192 0058 i 0.000 0.000 I 0.001 0.001 0.001 000 0.00 P- I 5 40 0.0040 0.0192 0.077 '1 0.000 0,000 1 0.005 0,004 0.004 . 0.00 0.00 I 6 50 I 0.0040 0.0192 0.096 1 0.000 0.000 1 0.012 0.006 0.006 0,00 0.00 I 7 60 I 0,0040 0.0192 0.115 1 0.000 0.000 I 0.020 0.008 0.008 0.00 0.00 8 70' I 0,0040 0.0192 0.134 1 0.000 . 0.000 I 0.029 0.010 0.010 0.00 0.00 1 9 I 80 I 0.0040 0.0192 I 0.154 I 0.000 0.000 I '0,040 0.011 0.011 0.00 0,00 I 10. .1 ,90 I 0.0040 .0.0192 0.173 . 0.000 -0.000 .1 0.052 '0,012 0.012 0.00 ,0,00 .1 1 11 1 100 0.0040 0.0192 0,192 0.000 0.000 1 0.064 0.013 0.013 0.00 0.00 1 1 12 1 110 0.0050 0.0240 0.216 0.000 0.000 I 0.081 0.017 0.017 0.00 0.00 1 I 13 1 120 0.0050 0.0240 0.240 0.000 0.000 0.098 0,017 0.017 0.00 0.00 1 I 14 1 130 I 0.0050 0.0240 0.264 0.000 0.000 0.117 0.018 0.018 0.00 0.00 1 15 1 140 I 0.0050 0.0240 0.288. 0.000 0.000 0.135 0.019 0.019 0.00 0.00 1 16 1 150 I 0.0050 0.0240 0,312 0:000 0.000 0.155 0.019 0.019 0.00 0.00 1 17 I 160 I 0.0050 0,0240 0.336 0.000 0.000 0.175 0.020 0.020 0.00 0.00 1 18 1 170 I 0.0060 0.0288 0.365 0.000 0.000 0.199 0.024 0.024 0.00 0.00 1 19 1 180 I 0.0065-_+_%r88 0.394 0000 0.000 0.223 0.025 0.025 0.00 0.00 1 20 1 190 I 0.0060 0.0288 0.422 0.001 0.001 0:249 0.025 0.025 0.00 0.00 21 I 200 I 0.0060 . I 0,0288 0.451 0.002 0.002 . 0.274 0.025 0.025 0.00 0.00 22 I 210 I 0.0060 1 0.0288 0.480 0.005 0.002 0.300 0.026 0.026 0.00 0.00 23 1 220 '1. 0.0060 0.0288 0.509 0.008 0.003 0.326 0.026 0.026 0.00 0.00 1 24 -I 230 . 0.0070 0.0336 0.542 0.013 0.005 0.357 0,031 . 0.031 0.00 I 0.00 I 25 1 240 1 0.0070 0.0336 0.576 0.018 0.006 0.387 0.031 0.031 0.00 I 0.00 1 26 I 250 1 0.0070 0.0336 0.610 0.025 0.006 OA19 0.031 0.031 0.00 1 0.00 I 27 .1 260 1 0.0070 0.0336 0.643 0.032 0.007 OA50 0.031' 0.031 0.00 1 0,00 1 28 1 270 I 0.0070 0.0336 0.677 0.040 0.008 0.481 0.032 0.032 0.00 1 0.00 I 29 1 280 I 0.0070 0.0336 0.710 0.049 0.009 0.513 0.032 0,032 0.00 I 0.00 . 1 30 I 290 1 0.0082 0.0394 0.750 0.060 0.011 0.550 0.037 0.037 0.00 I 0.00 , 1 31 I 300 I 0.0082 0.0394 0.789 0.072 0.012 0.588 0.037 0.037 0.00 1 0.00 1 32 I 310 I 0.0082 0.0394 0.828 0.085 0.013 0.626 0.038 0.038 0.00 1 0.00 1 3~ I 320 I 0.0082 0.0394 0.868 0.099 0.014 0.663 0.038 0.038 0.00 I 0.00 7/30/2008 4:20 PM Z:\2008\08-142 Nowak\TENTATIVE APPLlCATION\Drainage study 1st submittal\Santa Barbara Flow Cales 25 yr asphall.xls c , ~ co Q::: <::> I Pervious Area Impervious Area <::> . c-.J Time Rainfall Rainfall in Accumul: Accumul. Incremental Accumul. Incremental Total Instant . Design 1,c:C ~ Increment Time Distribution Increment Rainfall Runoff Runoff Runoff Runoff Runoff Flowrate Flowrate ~ <::I" min. fraction inches inches inches inches inches inches inches cfs cfs I CD <.!:' => 34 330 0.0082 0.0394 0.907 0.114 0.015 0.701 0.038 0.038 0:00 0.00 :=>> <( 35 340 0.0082 0.0394 0.947 0.129 0.016 0.739 0.038 0.038 0.00 0.00 ~ 36 350 0.0095 0.0456 0.992 0.148 0.019 0.783 0.044 0.044 0.00 .0.00 a.. 37 360 0.0095 0.0456 1.038 0.168 0.020 0.828 0.044 0.044 0.00 0.00 38 370 0,0095 0.0456 1.083 0.189 0.021 0.872 0.044 0.044 0.00 0.00 39 380 0.0095 0.0456 1.129 0.211 0.022 0.916 0.044 . 0.044 I 0.00 0.00 40 390 0.0095 0.0456 I 1.175 0.233 0.022 0.961 0.045 0.045 I 0.00 0.00 41 400 0.0095 0.0456 .1 .1.220 0.257 0.023 1.005 0.045 0.045 I 0.00 0.00 42 410 0.0134 . 0.0643 I 1.284 0.291 0.034 1.068 I 0.063 0.063 I 0.00 0.00 - . 43 420 0.0134 0.0643 1,349 0.326. 0.035. .1.131 . 0.063. '0.063", . ,0.00 .0.00 44 430 0.0134 0.0643 1A13 0.363 0.037 1.195 0.063 0.063 0.00 0:00 45, . 440 0.0180 0.0864 1.500 0.414 0.051 1.280 0.085 0.085 0.01 0.00 . 46 450 0.0180 0.0864 1.586 0.467 0.053 1,365 0.085 0.085 0.01 0.01 47 460 0.0340 . 0.1632 1.749 0.572 .' 0.105. 1.526 0.161 0.161. 0.01 0.01 48 470 0.0540 0.2592 2.008 0.750. 0.178 1.783 .0.257 0.257 0.02 0.01 49 480 0.0270 0.1296 2.138 0.843 0.093 1.911 0.129 0.129 0.01 0.01 50 490 0.0180 0.0864 2.224 0.907 0.064. 1.997 0.086 0.086 0.01 0.01 51 500 0.0134 0.0643 2.289 0.955 0.048 2.061 0.064 0.064 0.00 0.01 52 1 510 0.0134 0.0643 2.353 1.003 0.049 2.125 0.064 0.064 0.00 0.00 53 I 520 0.0134 0.0643 2.417 1.052 0.049 2.189 0.064 0.064 0.00 0.00 54 I 530 0.0088 0.0422 2A60 1.085 0.032 2.231 . 0.042 0.042 0.00 0.00 I 55 I 540 0.0088 0.0422 2.502 1.117 0.033 2.272 0.042 0.042 0.00 0.00 I i 56 I' 550 . 0.0088 0.0422 2.544 1.150 0.033 2.314 0.042 0.042 0.00 0.00 I I 57 I 560 0.0088 0.0422 2.586 1.183 0.033 2.356 0.042 0.042 0.00 0.00 .1 58 I 570 0.0088 0.0422 2.628. 1.217 0.033 2.399 0.042 '0.042 I 0.00 0.00 I 59 I 580 0.0088 0.0422 2.671 I 1.250 0.033 2.441 0.042 0.042 I 0.00 0.00 I 60 I 590 0.0088 0.0422 2.713 I 1.284 0.034 2A83 0.042 0.042 I 0.00 0.00 I 61 I 600 0.0088 0.0422 2.755 I 1.317 0.034 2.525 0.042 0.042 I 0.00 0.00 I 62 I 610 0.0088 . 0.0422 2.797 I 1.351 0.034 2.567 0.042 0.042 I 0.00 0.00 I 63 I 620 0.0088 0.0422 2.840 I 1.385 0.034 2.609 0.042 0.042 I 0.00 0.00 . I 64 I 630 0.0088 0.0422 2.882 1A20 0.034 2.651 0.042 0.042 I 0.00 0.00 I 65 I 640 0.0088 0.0422 2,924 I 1A54 0.034 2.693 0.042 0.042 I 000 0.00 I 66 I 650 0.0072 0.0346 2.959 I 1A82 0.028 . 2.727 0.034 0.034 I 0.00 0.00 7/30/2008 4:20 PM Z:\2008108-142 NowaklTENTATIVE APPLlCATIONIDrainage study'1st submittal\Sarita Barbara Flow Cales 25 yr asphalt.xls Q ~ co Q::: <::> <::> --' ...... Pervious Area Impervious Area j"C ~ Time Rainfall Rainfall in I Accumul. Accumul. Incremental Accumul. Incremental Total Instant Design - e' 2' Increment Time Distribution Increment Rainfall Runoff Runoff Runoff Runoff Runoff Flowrate Flowrate CD<.!:' ~:::> min. fraction inches inches inches inches inches inches inches cfs cfs ~<( . 67 660 0.0072 0.0346 2.993 1.511 0.028 2.762 0.034 0.034 0.00 0.00 LL1I a=: 68 670 0.0072 0.0346 3.028 .1.539 0.028 2.796 0.034 0.034 0.00 0.00 D- 69 680 0.0072 0.0346 3.062 1.568 0.029 2.830 0.034 0.034 0.00 0.00 70 690 0.0072 0.0346 3.097 1.596 0.029 2.865 0.034 I 0.034 0.00 0.00 71 I 700 0.0072 0.0346 3.132 1.625 0.029 2.899 0.034 1 0.034 0.00 0.00 72 I 710 0.0072 0.0346 3.166 1.654 0.029 2.934 0.034 1 0.034 0.00. 0.00 73 I 720 .0.0072 0.0346 3.201 1.683 0.029 2.968 0.034 1 0.034 0.00 0.00 I 74 I 730 0.0072 0.0346 3.235 1.712 0.029 3.003 0.034 1 0.034 0.00 0.00 . 1 75 I 740 0.0072 0.0346 3.270 1.74.1 0.029 3.037 0.034 1 0.034 0.00 0.00 1 76. .1 750 .. 0.0072 1 " 0.0346' 3,304 1.770 0.029' 3.071 -0.034- -I 0.034 0.00. - 0.00- I. 77 I 760 0.0072 0.0346 . 3.339 1.799 0.029 3.106 0.034 I 0.034 0.00 0.00 - 78 I 770 0.0057 0.0274 3.366 1.822 0.023 3.133 '0.027 I 0:027 0.00 0,00 79 1 780 0.0057 0.0274 3.394 1.846 0.023 3.160 0.027 1 0.027 0.00 0.00 80 I 790 0.0057 0.0274 3A21 1.869 0.023 3.188 0.027 0.027 0.00 0.00 81 I 800. 0.0057 0.0274 3.448 1.892 I 0.023 3.215 0.027 0.027 0.00 0.00 82 .810 0:0057 0.0274 3.476 1.916. 0.023 3.242 ,0.027' 0.027 000 0.00 83 820 0.0057 0.0274 3.503 1.939 0.023 3.270 0.027 0.027 0.00 0.00 84 830 0.0057 0.0274 3.530 1.963 0.023 3.297 0.027 0,027 0.00 0.00 85 840 0.0057 0.0274 3.558 1.986 0.023 3.324 0.027 0.027 0.00 0.00 86 850 0.0057 0.0274 3.585 2.010 0.024 3.351 0.027 0.027 0.00 0.00 87 860 0.0057 0.0274 3.612 2033 0.024 3.379 0.027 0.027 0.00 0.00 88 870 0.0057 0.0274 3.640. 2.057 0.024 . 3A06 0.027 0.027 0.00 0.00 89 880 0,0057 0.0274 3.667 2.080 ' 0.024 3.433 0.027 0.027 . 0.00 0.00 90 890 0.0050 0.0240 3.691 2.101 0.021 1 3A57 0.024. 0.024 ' 0.00 0.00 91 900 0.0050 0.0240 3.715 2.122 0.021 1 3A81 0.024 0.024 0.00 0.00 92 910 0.0050 0.0240 3.739 2.143 0.021 1 3.505 0.024 0.024. 0.00 0.00 93 920 0.0050 0.0240 3.763 2.164 0.021 I 3.529 0.024 I 0.024 0.00 0.00 94 930 0.0050 0.0240 3.787 2.185 0.021 I 3.553 0.024 . I 0.024 0.00 0,00 95 940 0.0050 0.0240 3.811 2.206. 0.021 1 3.577 0.024 I 0.024 0.00 0.00 96 950 0.0050 0.0240 3835 2.226 0.021 3.601 0.024 I 0.024 0.00 0.00 97 960 0.0050 . 0.0240 3.859 2.247 0.021 3.625 0.024 I 0.024 0.00 0.00 98 970 0.0050 0.0240 3.883 2.268 0.021 3.649 0.024 I 0.024 0.00 0.00 99 980 0.0050 0.0240 3.907 2.290 0.021 3.673 0.024 1 0.024 0.00 0.00 '. . 7/30/2008 4:20 PM Z:\2008\08-142 Nowak\TENTATIVE APPLlCATION\Drainage study 1st submittal\Santa Barbara Flow Cales 25 yr asphalt.xls c '. U LU co Q::: <::> <::> Pervious Area Impervious Area I --' c-.J ...... ~ I Time Rainfall I Rainfall in Accumul. Accumul. Incremental AcCUmUI./lncremental Total Instant Design t= e Increment Time Distribution Increment Rainfall Runoff Runoff Runoff Runoff Runoff Flowrate Flowrate 2 <.!:> min. fraction inches inches inches inches I inches inches inches cfs cfs - => ~ <( 100 990 0.0050 0.0240 3.931 2.311. 0.021 1 3.696 0.024 0.024 I 0.00 0.00 101 1000 0.0050 0.0240 . 3.955 2.332 0.021 1 3.720 0.024 0.024 I 0.00 0.00 102 1010 0.0040 0.0192 3.974 2:349 1 0.017 1 3.740 0.019 0.019 1 0.00 0.00 D- 103 1020 0.0040 0.0192 3.994 2.365 1 0.017 1 3.759 0.019 0.019 1 0.00 I 0.00 104 1030 0.0040 0.0192 4.013 2.382 I 0.017 1 3.778 0.019 0.019 1 0.00 0.00 105 1040 0.0040 0.0192 4.032 2.399 1 0.017 1 3.797 0.019 0.019 1 0.00 1 0.00 106 1050 0.0040 0.0192 4.051 2.416 '1 0.017 I 3.816 0.019 '1 0.019 1 0.00 1 0.00 107 f 1060 0.0040 0.0192 . 4.070 2 A33 I 0.017 I 3.835 0.019 1 0.019 1 0.00 1 0.00 I 108 .1 1070 0.0040 0.0192 4.090 2.450 I. 0.017 I 3.854 0.019. I 0.019 I 0.00 I 0.00 1 109 ' I 1080 ,,0.0040 .0.0192 ,4.109. 2A67. .0.017 3.874, ,~0.019 .1 0.019. 0.00. I 0.00 'I, 110 I ' 1090 0.0040 0.0192 4.128 2A84 0.017 3.893 0.019 1 0.019 0.00 I 0.00 111 I 1100 0.0040 0.0192 4.147 2.501 0.017 3.912 0.019 1 0.019 0.00 1 0.00 1 112 1110 0.0040 0.0192 4.166 2.518 0.017 3.931 0.019 1 0.019 . 0.00 1 0.00 ., 113 1120 0.0040 0.0192 4.186 2.535 0.017 3.950 0.0.19 I 0.019 0.00 0.00 114 1130 0.0040 0.0192 4.205 2.552 0.017 3.969 0.019 L 0.019 0.00 0.00 . 115 1140 0.0040 0.0192 4.224 '2.570 0.017 3.989 0.019 I 0.019 0.00 0.00 1.16 1150 0.0040 0.0192 4.243 2.587 0.017 4.008 0.019 1 0.019 0.00 0.00 117 1160 0.0040 0.0192 4.262 2.604 0.017 .4.027 0.019 1 0.019 0.00 0.00 ~, 118 1170 0.0040 0.0192 4.282 2.621 0.017 4.046 0.019 I 0.019 0.00 0.00 119 1180 0.0040 0.0192 4.301 2.638 0.017 4.065 0.019 I 0.019 0.00 0.00 120 1190 0.0040 0.0192 4.320 2.655 0.017 4.084 0.019 1 0.019 0.00 0.00 121 1200 0.0040 0.0192 4.339 2.672 0.017 4.104 0.019 1 0.019 0.00 0.00' 122 1210 0.0040 0.0192 4.358 2.689 0.017 4.123 0.019 1 0.019 . 0.00 0.00 123 1220 0.0040 0.0192 4.378 2.707 0.017 4.142 0.019 I 0.019 0.00 0.00. 124 1230 0.0040 0.0192 4.397 2.724 0.017 4.161 0.019 f 0.019 0.00 0.00 125 1240 0.0040 0.0192 4A16 2.741 0.017 4.180 0.019 0.019 0.00 0.00 126 1250 0.0040 0.0192 . 4.435 2.758 0.017 4.199 0.019 0.019 I 0.00 0.00 127 1260 0.0040 0.0192 4 A54 2.776 0.017 4.219 0.019 0.019 I 0.00 0.00 128 1270 0.0040 0.0192 4.474 2.793 0.017 4.238 0.019 0.019 I 0.00 0.00 129 1280 0.0040 0.0192 4A93 2.810 0.017 4.257 0.019 0.019 0.00 0.00 130 1290 0.0040 0.0192 4.512 2.827 0.017 4.276 0.019 0.019 1 0.00 1 0.00 131 1300 0.0040 0.0192 4.531 2.845 0.017 4.295 0.019 0.019 I 0.00 1 0.00 132 1310 0.0040 0.0192 4.550 2.862 0.017 4.314 0.019 0.019 I 0.00 I 0.00 7/30/2008 4:20 PM 2:\2008\08-142 NowaklTENTATIVE APPLlCATIONIDrainage study 1st submittal\Santa Barbara Flow Cales 25 yr asphalt.xls c (.) LL1I co Pervious Area Impervious Area a=: <::> <::> . c-.J Time Rainfall Rainfall in Accumul. Accumul. Incremental Accumul. Incremental Total Instant Design ~ ~ ,Increment Time Distribution Increment Rainfall Runoff Runoff Runoff Runoff Runoff Flowrate Flowrate <::I" min. fraction inches inches inches inches inches inches . inches cfs cfs :2 l.!:J CD => 133 1320 0.0040 0.0192 4.570 2.879 0.017 4.334 0.019 0.019 0.00 0.00 ~ <( ~ 134 1330 0.0040 0.0192 4.589 2.897 0.017 4.353 0.019 I 0.019 0.00 0.00 . LLi 135 1340 0.0040 0.0192 4.608 2.914 0.017 4.372 0.019 0.019 0.00. 0.00 e::: D- 136 1350 0.0040 0.0192 4.627 2.931 0.017 4.391' 0.019 1 0.019 0.00 0.00 137 1360 0.0040 0.0192 4.646 2.949 0.017 4A10 0.019 1 0.019 0.00 I 0.00 138 1370 0.0040 0.0192 4.666 2.966 0.017 4.429 0.019 1 0.019 0.00 I 0.00 139 1380 0.0040 0.0192. 4.685 2.983 0.017 ,I 4A48 0.019 1 0.019 I 0.00 1 0.00 140 1390 0.0040 0.0192 4.704 3.001 0.017 1 4A68 0.019 1 0.019 1 0.00 1 0.00 141 1400 0.0040 0.0192 4.723 1 3.018 I 0.017, 1 4.487 0.019 I 0.019 1 0.00 I 0.00 ~.~1420' . ,,1410 -. , 0.0040.' '" ~0.0.192 '.4,742..1",3,036",,1 ~ .0:017.... , 1 4.506 .-.0,019. .1 .0.019 I . .0:00 ~I 0.00 143 . 1420 0.0040 0.0192 4.762 1 . 3.053 1 0.017 1 4.525 0.019 1 0.019 I 0.00 1 0.00 144' 1430 0.0040 . 0.0192 4.781 1 3.071 1 0.017 1 .4.544 0.019 1 0.019 I 0.00 1 0.00 145 1440 0.0040 0.0192 4.800 I 3.088 1 .0.017 I 4.563 0.019 1 0.019 I 0.00 1 0.00 -. 7/30/2008 4:20 PM 2:\2008\08-142 Nowak\TENTATIVE APPLlCATION\Drainage study 1st submittal\Santa Barbara Flow Cales 25 yr asphalt.xls C' Known: Pervious Area = 1~~1~6]~;~"acres' t?~..."..."'.""""">'~W I moervious % Imperv. = 100.00 Area = ~~IQEi]l1'J acres Site Area =' 0.06 acres w= 0.3333 Answer: Maximum Design Flowrate =' 7/30/2008 4:20 PM CN= CN= Total Rain = 0.07 Storage = 1.90 cu. ft. c M co e:::: = --' <::> ~ ...... = 2 <::I 0.2S = .0.38 cu. ft. ee (.!) =:::>> => ~ <( w g:: 0.2S = 0.04 cu. ft. Storage = 0.20 cu. ft. 10 ~".:'j''''''""1'k~ T c ~'~~~t9~~ min. in. Time Incr. = min: 2:\2008108"142 NowaklTENTATIVE APPLlCATION\Drainage study 1st submittal\Santa Barbara Flow ealcs 25 yr parcels.xls .'"'"-':" .. cfs .~ C Pervious Area Impervious Area ~ co ~ - c:::> Time Rainfall Rainfall in Accumul. Accumul. Incremental Accumul. Incremental Total -Instant Design : :; c:::> c-.J Increment Time Distribution Increment Rainfall Runoff Runoff Runoff Runoff Runoff Flowrate Flowrate i :C ~ min. fraction inches inches inches inches inches inches inches cfs cfs .= <::I 1 0 0 0 0 0 0 0 0 0 0 O.~o ~ t!:l 2 10 0.0040 0.0192 0.019 0.000 0.000 0.000 0.000 0.000 0.00 :::> <( 3 20 0.0040 0.0192 0.038 0.000 0.000 0.000 0.000 0.000 0.00 0.00 . I.LJI 4 30 0.0040 0.0192 0.058 0.000 0.000 0.001 0.001 0.001 0.00 0.00 i~ .. 5 40 0.0040 0.0192 0.077 0.000 0.000 0.005 0.004 0.004 0.00 0.00 6 50 0.0040 0.0192 0.096 0.000 0.000 0.012 0.006 0.006 0.00 0.00 7 60 0.0040 0.0192 0.115 0.000 0.000 0.020 0.008 0.008 0.00 0.00 8 70 0.0040 0.0192 0.134 0.000 0.000 0.029 0.010 0.010 0.00 0.00, 9' 80 0.0040 0.0192 0.154 0.000 0.000 0.040 0.011 0.011 0.00 0.00 ,,10 _' ,90. 0.0040 ~, ..." 0.0192 . 0.173 ,0.000.._ ~O.OOO ,0.052. "",0.012_._" . 0.012 0.00. 0.00., 11 100 0.0040 0.0192 0.192 0.000 0.000 0.064 0.013 0.013 0.00 0.00 12 110 0.0050 0.0240 0.216 0.000 0.000 0.081 0.017 0.017 0.01 0.00 13 120 0.0050 0.0240 0.240 0.000 '0.000 0.098 0.017 0.017 0.01 0.01 14 130 0.0050 0.0240 0.264 0.000 0.000 0.117 0.018 0.018 0.01 0.01 15 140 0.0050 0.0240 0.288 0.000 0.000 0.135 0.019 0.019, 0.01 0.01 16 .150 0.0050 0.0240 0.312 0.000 0.000 0.155 0.019 0.019 0.01 0.01 17 160 0.0050 0.0240 0.336 0.000 0.000 0.175 0.020 0.020 0.01 0.01 18 170 0.0060 0.0288 0.365 0.000 0.000 0.199 0.024' 0.024 0.01 0.01 19 180 0.0060 0.0288 0.394 0.000 0.000 0.223 0.025 0.025 0.01 0.01 20 190 0.0060 0.0288 OA22 0.001 0.001 . 0.249 0.025 0.025 0.01 I 0.01 21 200 0.0060 0.0288 0.451 0.002 0.002 0.274 0.025 0.025 0.01 I 0.01 22 210 0.0060 0.0288 0.480 0.005 . 0.002 0.300 0.026 0.026 0.01 I 0.01 23 220 0.0060 0.0288 0.509 0.008 0,003 0.326 0.026 0.026 0.01 0.01 ' I 24 230 0.0070 0.0336 0.542 0.013 0.005 0.357 0.031 0.031 0.01 0.01 ' I 25 240 0.0070 0.0336 0.576 0.018 0.006 0.387 0.031 0.031 0.01 0.01 26 250 0.0070 0.0336 0.610 0.025 0.006 . OA19 0.031 0.031 0.01 0.01 27 260 0.0070 0.0336 0.643 0.032 0.007 OA50 0.031 0.031 0.01 0.01 28 . 2.70 0.0070 0.0336 0.677 0.040 0.008 0481 0.032 0.032 0.01 0.01 29 .280 0.0070 0.0336 . 0.710 0.049 0.009 0.513 0.032 0.032 0.01 0.01 30 290 0.0082 0.0394 0.750 0.060 0.011 0.550 0.037 0.037 0.01 0.01 31 300 0.0082 0.0394 0.789 0.072 0.012 0.588 0.037 0.037 0.01 0.01 32 310 0.0082 . 0.0394 0.828 0.085 0.013 . 0.626 0.038 0.038 0.01 0.01 33 320 0.0082 0.0394 0.868 0.099 0.014 0.663 0.038 0.038 0.01 0.01 7/30/2008 4:21 PM 2:\2008108-142 NowaklTENTATIVE APPLlCATIONIDrainage study 1st submittallSanta Barbara Flow Cales 25 yr parcels.xls C r' ~ co I Pervious Area Impervious Area c:x <=> <::> Time Rainfall Rainfall in Accumul. Accumul. Incremental Accumul. Incremental Total Instant Design --R ...... ~ Increment Time Distribution Increment Rainfall Runoff Runoff Runoff Runoff Runoff Flowrate Flowrate ~ = min. fracliorl inches inches inches inches inches inches inches cfs cfs ::2: <.!:' ee 1 34 330 0.0082 0.0394 0.907 0.114 0.015 0.701 . 0.038 0.038 0.01 0.01 ~ :::> ~ <( I 35 340 0.0082 0.0394 0.947 . 0.129 0.016 0.739 0.038 0.038 '0.01 0.01 . LL1I 36 350 0.0095 0.0456 0.992 0.148 0.019 0.783 0.044 0.044 0.02 0.01 c:x 0- 1 37 360 0.0095 0.0456 1.038 0.168 0.020 0.828 0.044 0.044 0.02 0.02 I 38 370 0.0095 0.0456 1.083 0.189 0.021 0.872 0.044 0.044 0.02 0.02 I 39 380 0.0095 0.0456 1.129 0.211 0.022 0.916 0.044 0.044 0.02 0.02 1 40 390 0.0095 0.0456 1.175 0.233 0.022 0.961 0.045 0.045 0.02 0.02 I 41 400 0.0095 0.0456 1.220 0.257 0.023 1.005 0.045 0.045 0.02 0.02 I 42 410 0.0134 0.0643 1.284 0.291 0.034 1.068 0.063 0.063 . 0.02 0.02 'I"~ ":~-' . ..-420" ,,0,0134 . .~." 0.0643, .+349.. 0.326 0:035~. H31 0.063 "--- --- 0,063" 002. 0:02. .'c'l'. ,~~ - . 430 0.0134 0.0643 1.413 0.363 0.037 1.195 0.063 0.063 0.02 . 0.02 45 440 0.0180 0.0864 1.500 0.414 0.051 1.280 0.085 .0.085 0.03 0.03 46 450 0.0180 0.0864 1.586 OA67 0.053 1.365 0.085 0.085 0.03 0.03 47 460 0.0340 0.1632 1.749 0.572 0.105 1.526 0.161 0.161 0.06 0.04 48 470 0.0540 0.2592 2.008 0,750 0.178 1.783 0.257 0.257 0.09 0.06 . 49 480 . 0.0270 0.1296 2.138 0.843 0.093 1.911 0.129 1 0.129 0.05 0.07 50 490 0.0180 0.0864 2.224 0.907 0.064 1.997 . 0.086 I 0.086 0.03 0.05 51 500 0.0134 0.0643 2.289 0.955 0.048 2.061 0.064 1 0.064 0.02 0.03 52 510 0.0134 0.0643 2.353 1,003 0.049 2.125 0.064 0.064 0.02 0.03 53 520 0.0134 0.0643 2A17 1.052 0.049 2.189 0.064 0.064 0.02 0.02 54 530 0.0088 0.0422 2A60 1.085 0.032 2.231 0.042 0.042 0.02 0.02 55 540 0.0088 '. 0 0422 2.502 1.117 0.033 2.272 0.042 0.042 0.02 0.02 56 550 0.0088 0.0422 2:544 1:150 0.033 2.314 0.042 0.042 0.02 0.02 57 560 0.0088 0.0422 2.586 1.183 0.033 2.356 0.042 0.042 0.02 0.02 58 570 0.0088 0.0422 2.628 1.217 0.033 2.399 0.042 0.042 0.02 I 0.02 59 580 0.0088 0.0422 2.671 1.250 0.033 2.441' 0.042 0.042 0.02 0.02 60 590 0.0088 0.0422 2.713 1.284 .0.034 2.483 0.042 0.042 0.02 0.02 61 Rnn 0.0088 n 0422 2.755 1317 0.034 2.525 0.042 0.042 0.02 0.02 62 610 0.0088 0.0422 2.797 1.351 0.034 2.567 0.042 0.042 0.02 0.02 63 620 0.0088 0.0422 2.840 1.385 0.034 2.609 ..0.042 0.042 0.02 0.02 64 630 0.0088 0.0422 2.882 1A20 0.034 2.651 0.042 0.042 0.02 0.02 65 640 0.0088 0.0422 2.924 1A54 0.034 2.693 0.042 0.042 0.02 0.02 66 650 0.0072 0.0346 2.959 1A82 0.028 2.727 0.034 0.034 0.01 0.01 7130/2008 4:21 PM Z:\2008\08-142 Nowak\TENTATIVE APPLlCATION\Drainage study 1st submittal\Santa Barbara Flow Cales 25 yr parcels.xls .. ~ <J Pervious Area Impervious Area LLI. 00 Q::: = Insfant Design ---' <::> Time Rainfall Rainfall in Accumul. Accumul. Incremental AccumuL Incremental Total ~ ...... Increment Time Distribution Increment Rainfall Runoff Runoff Runoff Runoff Runoff Flowrate Flowrate c:c> min. fraction inches inches inches inches inches inches . inches cfs cfs ::2: = ee = 67 660 0.0072 0.0346 2.993 1.511 0.028 2.762 0.034 0.034 0.01 0.01 :=>> => I 68 670 0.0072 0.0346 3.028 1.539 0.028 2.796 0.034 0.034 0.01 0.01 en <( . I 69 680 0.0072 0.0346 3.062 1.568 0.029 2.830 0.034 0.034 0.01 . 0.01 L&JI I 70 690 0.0072 0.0346 '3.097 1.596 0.029 2.865 0.034 0.034 0.01 0.01 ~ I 71 700 0.0072 0.0346 3.132 1.625 0.029 2.899 0.034 0.034 0.01 0.01 I 72 710 0.0072 0.0346 : 3.166 1.654 0.029 2.934 0.034 0.034 0.01 0.01 73 720 0.0072 0.0346 3.201 1.683 0.029 2.968 0.034 0.034 0.01 0.01 I 74 730 0.0072 0.0346 3,235 1.712 0.029 3.003 0.034 0.034 0.01 0.01 I 75 740 0.0072 0.0346 3.270 1.741 0.029 3.037 0.034 0.034 0.01 0.01 I~ '76~ ~-750-.'~ ,-, 0.0072 ~ - 0,0346' "3.304 ' 1.-770 "0'029.. 3.071' ~', 0,034.", ~"0'034 ' 0.01. "~0'01.. ' I 77 760 0.0072 0.0346' 3.339 1.799 0.029 3.106 . 0.034 '0.034 0.01 0.01 I 78 770 0.0057 0.0274 3.366 1.822 0.023 3.133 0.027 0.027 0.01 0.01 79 780 0.0057 0.0274 3.394 1.846 0.023 3.160 0.027 ' 0.027 I 0.01 0.01 80 790 0.0057 0.0274 3.421 1.869 0.023 3.188 0.027 0.027 I 0.01 0.01 81 800 0.0057 0.0274 3.448 1.892 0.023 3.215 0.027 0.027 I 0.01 0.01. 82 810 0.0057 0.0274 3A 76 1.916 0.023 3.242 0.027 '0.027 I 0.01 0.01 83 820 0.0057 0.0274 3.503 1.939 0.023 3.270 0.027 0.027 0.01 0.01 84 830 0.0057 0.0274 3.530 1.963 0.023 3.297 0.027 0.027 0.01 0.01 85. 840 0.0057 0.0274 3.558 1.986 0.023 3.324 0.027 0.027 0.01 0.01 86 850 0.0057 0.0274 3.585 2.010 0.024 3.351 0.027 0.027 0.01 0.01 87 860 0.0057 0.0274 3.612 2.033 0.024 3.379 0.027 0.027 0.01 0.01 I 88 870 0.0057 0.0274 3.640 2.057 0.024 3A06 0.027 0.027 0.01 '0.01 I 89 880 0.0057 0.0274 3.667 2.080 0.024 3.433 0.027 0.027 0.01 0.01 I 90 890 0.0050 0.0240 3.691 2.101 0.021 3.457 0.024 0.024 0.01 0.01 , I 91 900 0.0050 0.0240 3.715 2.122 0.021 3A81 0.024 0.024 0.01 0.01 I' 92 910 0.0050 0.0240 3.739 2.143 .0.021 3.505 0.024 0.024 0.01 0.01 I 93 920 0.0050 0.0240 3.763 2.164 0.021 3.529 0.024 ,0.024 0.01 0.01 I 94 >130 0.0050 0.0240 3.787 2.185 0.021 3.553 0.024 0.024 0.01 0.01 I 95 940 0.0050 0.0240 3.811 . 2.206 .0.021 3.577 0.024 0.024 0.01 0.01 I 96 950 0.0050 0.0240 3.835 2.226 0.021 3.601 0.024 0.024 0.01 0,01 I. 97' 960 . 0.0050 0.0240 3.859 2.247 0.021 3.625 ' 0.024 0.024 0.01 0.01 I 98 970 0.0050 0.0240 3.883 2.268 0.021 3.649 0.024 0.024 0.01 0.01 I 99 980 0.0050 0.0240 3.907 2.290 0.021 3.673 0.024 0.024 0.01 0.01 7/30/2008 4:21 PM Z:\2008\08-142 Nowak\TENTATIVE APPLlCATION\Drainage study 1st submittal\Santa Barbara Flow Cales 25 yr parcels.xls c " U LLI co Q::: <::> Pervious Area Impervious Area --' <::> c-.J Time Rainfall Rainfall in . Accumul. Accumul. Incremental Accumul. Incremental Total Instant Design ~ tel Increment Time Distribution Increment Rainfall Runoff Runoff Runoff Runoff Runoff Flowrate Flowrate 2 <::> min. fraction inches . inches inches inches inches inches inches cfs cfs ee = => 0.024 ~ <( 100 990 0.0050 0.0240 3.931 2.311 0.021 3.696 0.024 0.01 0.01 ~ . I. 101 1000 0.0050 0.0240 . 3.955 2.332 0.021 3.720 0.024 0.024 0.01 0.01 LL1I a=: I 102 1010 0.0040 0.0192 3.974 2.349 0.017 3.740 0.019 0.019 0.01 0.01 0- I 103 1020 0.0040 0.0192 3.994 2.365 0.017 3.759 0.019 0.019 0.01 0.01 I 104 1030 0.0040 0.0192 4.013 2.382 0.017 3.778 0.019 0.019 0.01 0.01 I 105 1040 0.0040 0.0192 4.032 2.399 0.017 3.797 0.019 0.019 0.01 0.01. I 106 1050 0.0040 0.0192 . 4.051 2.416 0.017 3.816 0.019 0.019 0.01 0.01 I 107 1060 0.0040 0.0192 I 4.070 2.433 0.017 I 3.835 0.019 0.019 0.01 0.01 I 108 1070 0.0040 0.0192 I 4.090 i 2A50 0.017 I 3.854 I 0.019 I 0.019 I 0.01 I 0.01 .1 109. 1080. 0.0040. . -0,0192 " I ,4.109~ - 2A67 . -.0.017 .. .3.874. I .0,019 ..1 .0.019 -I ..0,01-~ I 0.01 0. I 110 1090,. 0.0040 0.0192 I 4.128 2.484 0.017 3.893 I 0.019 I 0.019 I 0.01 I 0.01 I 111 1100 0.0040 0.0192 I 4.147 2.501 0.017 3,912 I 0.019 I 0.019 j 0.01 I 0.01 I 112 1110 0.0040 0.0192 I 4.166 2.518 0.0.17 3.931 I 0.019 I 0.019 I 0.01 I 0.01 I 113 1120 0.0040 0.0192 I 4.186 2.535 0.017 3.950 I 0.019 I 0.019 I 0.01 I 0.01 I 114 1130 0.0040 I 0.0192 I 4.205 2.552 0.017 3.969 I 0.019 I 0.019 0.01 I 0.01 115 1140 0.0040 I 0.0192 4.224 2.570 0.017 3.989 0'019 I 0.019 0.01 0.01 116 1150 0.0040 I 0.0192 4.243 2.587 0.017 4,008 0.019 I 0.019 0.01 0.01 117 1160 0.0040 I 0.0192 4.262 2.604 0.017 4.027 0.019 I 0.019 0.01 0.01 118 1170 0.0040 I 0.0192 4.282 2.621 0.017 4.046 0.019 I 0.019 0.01 0.01 119 1180 0.0040 I 0.0192 4.301 2.638 0.017 4.065 0.019 I 0.019 0.01 0.01 120 " 1190 0.0040 I 0.0192 4.320 2.655 0.017 4.084 0.019 I 0.019 0.01 .0.01 , 121 1200 0.0040 I 0.0192 4.339 2.672 0.017 . 4.104 0.019. 0.019 0.01 0.01 122 1210 0.0040' I. 0.0192 4.358 2.689 . 0.017 4.123 0.019 0.019 0,01 O.ot 123 1220 0.0040 0.0192 4.378 2.707 0.017 . 4.142 0.019' 0.019 0.0.1 0.01 124 1230 0.0040 0.0192 4.397 2.724 0.017 4.161 0.019, 0.019 0.01 0.01 125 1240 0.0040 0.0192 4A16 2.741 0.017 4.180 .0.019 0.019. 0.01 0.01 126 1250 0.0040 0.0192 4.435 2.758 0.017 4.199 0.019 0.019 0.01 0.01 I 127 1260 0.0040 0.0192 4.454 2.776 0.017 4.2.19 0.019 0.019 0.01 0.01 I 128 1270 0.0040 0.0192 4474 2.793 0.017 4.238 0.019 0.019 0.01 0.01 I 129 1280 0.0040 0.0192 4A93 .2.810 0.017 4.257 0.019 0.019 0.01 0.01 I 130 1290 0.0040 0.0192 4.512 2.827 0.017 4.276 0.019 0.019 .0.01 0.01 I . 131 1300 0.0040 0.0192 4.531 2.845 0.017 4.295 0.019 0.019 0.01 0.01 I . ' 132 1310 . 0.0040 0.0192 4.550 2.862 0.017 4.314 0.019 0.019 0.D1 0.01 7/30/2008 4:21 PM Z:\2008\08-142 Nowak\TENTATIVE APPLlCATIONIDrainage study 1st submittallSanta Barbara Flow Cales 25 yr parcels.xls C ,;: U LL1I 00 Q::: <::> Pervious Area Impervious Area <::> --' c-.J Time . Rainfall I Rainfall in I Accumul. Accumul. Incremental Accumul. Incremental Total Instant Design ~ ~ Increment Time Distribution Increment Rainfall Runoff Runoff Runoff Runoff Runoff Flowrate Flowrate 2 = min. fraction inches I inches inches inches I inches inches inches I cfs cfs <.!:' ee => 133 1320 0.0040 0.0192 I 4.570 2.879 0.017 I 4.334 I 0.019 0.019 0.01 0.01 ~ <( <? 134 I 1330 0.0040 0.0192 I 4.589 I 2.897 I 0.017 I 4.353 I 0.019 0.019 0.01 0.01 LL1I 135 ,1340 0.0040 0.0192 I 4.608 I 2.914 I 0.017 I 4.372 I 0.019 0.019 0.01 0.01 e:::: 0- 136 i 1350 I 0.0040 0.0192 I 4.627 I 2.931 I 0.017 I 4.391 I 0.019 0.019 0.01 0.01 137 I 1360 ,. 0.0040 0.0192 I 4.646 I 2.949 I 0.017 I 4.410 I 0.019 0.019 0.01 0.01 138 I 1370 I 0.0040 0.0192 I 4.666 I 2.966 I 0.017 I 4.429 I 0.019 0.019 0.01 0.0,1 139 I 1380 I 0.0040 0.0192 I 4.685 I 2.983 I 0.017 I 4A48 I 0.019 0.019 I 0.01 0.01 140 I 1390 I 0.0040 0.0192 I 4.704 I 3.001 I 0.017 I 4.468 I 0.019 0.019 I 0.01 '0.01 141 I 1400 I 0.0040 0.0192 I 4.723 I 3.018 I 0.017 I 4.487 i 0.019 I 0.019 I 0.01 0.01 142 I~. ,1410~ ,I'~ 0,0040 ~ ' ,,0.0192. ~.~I 4,742, I~. 3,036, 1,'~O,017. ,'I~ 4,506., I 0.019" 1""O,019'-I~ .0,01, . -om 143 1420 I 0.0040 I 0.0192 I 4.762 I 3.053 I 0.0,17 I 4.525 I 0.019 I 0.019 I 0.01 0.01 144 1430 I 0.0040 I 0.0192 I 4.781 I 3.071 I 0.017 I 4.544 I 0.019 I 0.019 i 0.01 0.01 145 1440 I 0.0040 i 0.0192 I 4.800 I 3.088 I 0.017 I 4.563 I .0.019 I 0.019 I 0.01 0.01 ~ . 7/30/2008 4:21 PM Z:\2008\08-142 Nowak\TENTATIVE APPLlCATION\Drainage study 1st submittal\SantaBarbara Flow Cales 25 yr parcels.xls PRE.SUBM/TTAI PEC'D ..'.. AUG 0/1, 2008 Infow Infiltration Outflow Detention Time Flowrate Flowrate Flowrate Infiltration Infiltration Increment Time Asphalt Roof Total Volume Rate Rate Flowrate Volume Flowrate Volume Volume Depth min. cfs cfs cfs c.t. in/hr cf/hr cfs c.t. cfs c.f. c.t in 1 0 0.00 0.00 0.00 0.00 0.40 16.00 0.00 2.67 0.68 408.00 0.00 0.00 2 10 0.00 0.00 0.00. 0.00 0.40 16.00 0.00 2.67 0.68 408.00 0.00 0.00 3 20 0.00 0.00 0.00 0.00 0.40 16.00 0.00 . 2.67 0.68 408.00 0.00 0.00 4 30 0.00 0.00 0.00 0.00 0.40 . 16.00 0.00 2.67 0.68 408.00 0.00 0.00 5 40 0.00 0.00 0.00 0.01 0.40 16.00 0.00 2.67 0.68 408.00 0.00 0.00 6 50' 0.00 0.00 0.00 0.04 0.40 16.00 0.00 2.67 0.68 . 408.00 0.00 0.00 7 60 0:00 0.00 0.00 0.09 0.40 16.00 0.00 2.67 . 0.68 408.00 0.00 0.00 8 70 0.00 0.00 . 0.00 0.13 0.40 16.00 0.00 2.67 0.68 408.00 0.00 0.00 I 9 80 0.00 0.00 0.00 0.17 0.40 I 16.00 0.00 2.67 0:68 408.00 0.00 0.00 I. 10 90 0.00 0.00 0.00 0.21 0.40 16.00 0.00 2.67 0.68 408.00 . 0.00 0.00' .- -- '11' 100" '0:00 0:00' - n '0.00' > '0:24 0.40 "1~16.00-- -"0:00 . '~2'67' > '0.68 - 408:00'" . 0'00 - '0.00 12 110 0.00 0.00 0.00 0.29 0.40 I 16.00 0.00 2.67 0.68 408.00 0.00 0.00 13 120 0.00 0.00 0.00 0.35 0.40 I 16.00 0.00 2.67 0.68 408.00 0.00 0.00 14 130 0.00 0.00 0.00 0.39 0.40 I 16.00 0.00 2.67 0.68 408.00 0.00 0.00 15 140 0.00 0.00 0.00 0.41 0.40 16.00 0.00 2.67 0.68 408.00 0.00 0.00 16 150 0.00 0.00 0.00 0.44 0.40 16.00 0.00 2.67 0.68 408.00 0.00 0.00 17 160 0.00 0.00 0.00 0.46 DAD 16.00 0.00 2.67 0,68 408.00 . 0.00 0.00 18 170 0.00 0.00 000 0.51 0.40 16.00 0.00 ' 2.67 0.68 408.00 0.00 0.00 19 180 0.00 0.00 0.00 0.57 0.40 16.00 0.00 2.67 0.68 408.00 0.00 0.00 20 '190 0.00 .0.00 0.00 0.60 0.40 16.00 0.00 2.67 0.68 408.00 0.00 0.00 21 200 0.00 0.00 0.00 0.62 0.40 16.00 0.00 2.67 0.68 408.00 0.00 0.00 22 210 0.00 0.00 0.00 0.64 0.40 16.00 0.00 2,67 0.68 408.00 0.00 0.00 23 220 0.00 0.00 0.00 0.65 0.40 16.00 0.00 267 0.68 408.00 0.00 0.00 24 230 0.00 0.00 . 0.00 1.10 0.40 16.00 0.00 2.67 0.68 408.00 0.00 0.00 25 240 0.00 0.00 0.00 1.19 0.40 16.00 0.00 2.67 0.68 408.00 0.00 0.00 26 250 0.00 0.00 0.00 1.22 0.40 16.00 0.00 2.67 0.68 408.00 0.00 0.00 27 260 0.00 0.00 0.00 1.24 0.40 16.00 0.00 2.67 0.68 408.00 0.00 0.00 28 270 0.00 0.00 0.00 1.25 DAD 16.00 0.00 2.67 0.68 408.00 0.00 0.00 29 280 0.00 0.00 0.00 1.26 DAD 16.00 0.00 2.67 0.68 408.00 . 0.00 0.00 30 290 0.00 0.00 0.00 1.34 0.40 16.00 0.00 2.67 0.68 408.00 0.00 0.00 31 .. 300 0.00 0.00 0.00 1.44 0.40 16.00 0.00 2.67 0.68 408.00 0.00 0.00 ,~;) 32 310 0.00 0.00 0.00 1.48 0.40 16.00 0.00 2.67 0.68 408.00 0:00 . 0.00 33 320 0.00 0.00 0.00 1.50 0.40 16.00 0.00 2.67 0.68 408.00 0.00 0.00 34 330 0.00 0.00 0.00 1.51 0.40 16.00 0.00 2.67 0.68 408.00 . 0.00 0.00 I 35 340 0.00 000 0.00 1.51 0.40 16.00 0.00 2.67 0.68 408.00 0.00 0.00 7/31/2008 2:\2008108-142 NowaklTENTATIVE APPLleATIONIDrainagestudy 1st submittall 9:06 AM . Santa Barbara Reservoir Depth Sizing 25 year above.xlsx Ne.SUB~' .. VGC'ri ,'.. , . "'-'" ...' . AUG 0.6 ,JSj .. Infow Infiltration Outflow Detention Time Flowrate Flowrate Flowrate Infiltration Infiltration Increment Time Asphalt Roof Total Volume Rate Rate Flowrate Volume Flowrate Volume Volume Depth min. cfs cfs cfs c,f. in/hr cf/hr cfs c.f. cfs c.t. c.f in 36 350 0.00 0.00 0.00 1.60 0.40 16.00 0.00 2.67 0.68 408.00 0.00 0.00 37 360 0.00 0.00 0.00 . 1.71 0.40 16.00 0.00 2.67 0.68 408.00 0.00 0.00 38 370 0.00 0.00 0.00 1.75 0.40 16.00 0.00 2.67 0.68 408.00 0.00 0.00 39 380 0.00 0.00 0,00 1.77 0.40 16.00 0.00 2.67 068 408.00 0.00 0.00 40 390 0.00 0.00 0.00 1.77 0.40 16.00 0.00 2.67 0.68 408.00 0.00 0.00 41 400 0.00 0.00 0.00 1.78 0.40 16.00 0.00 2.67 0.68 408.00 0.00 0.00 42 410 0.00 0.00 0.00 2.03 0.40 16.00 0.00 2.67, 0.68 408.00 0.00 0.00 43 420 0.00 0.00 0.00 2.36 0.40 16.00 0.00 2.67 0.68 408.00 0.00 0.00 44 430 0.00 0.00 0.00 2.47 0.40 16.00 0.00 2.67 0.68 408.00 0.00 0.00 45 440 0.00 000 000 2.80 0.40 16.00 0.00 2.67 0.68 I 408.00 0.00 0,00 46 450 0.01 0.00 0.01 3.20 DAD ' 16.00- 0:00 -~-'2'67-' ... -'0.68" Ie 408.00' 0.00' . '--0:00- 47 460 0.01 0.00 0.01 4.35 0.40 .16.00 0.00 2.67 0.68 I 408.00 0.00 0.00 48 470 0.01 000 0.01 7.02 0.40 16.00 0.00 2.67 0.68 I 408.00 0.00 0.00 49 480 0.01 0.00 0.01 7.48 0.40 . 16.00 0.00 2.67 0.68 408.00 0.00 0.00 50 490 0.01 0.00 0.01 5.35 ,DAD 16.00 0.00 2,67 0,68 408.00 0.00 0.00 51 500 0.01 0.00 0.01 3.78 0.40 16.00 0.00 - 2.67 0.68 408.00 0.00 0.00 52 510 0.00 0.00 0.00 2.96 0.40 16.00 0.00 ' 2.67 0.68 408.00 0.00 0.00 53 520 0.00 0.00 0.00 2.69 0.40 16.00 0.00 2.67 0.68 408.00 0.00 0.00 54 530 0.00 0.00 0.00 2.31 0.40 16.00 0.00 2.67 0.68 408.00 0.00 0.00 55 540 0.00 0.00 0.00 1.89 0.40 16.00 0.00 2.67 0.68 408.00 0.00 0.00 56 . 550 0.00 0.00 0.00 1.75 0.40 16.00 0.00 2.67 0.68 408.00 0.00 0.00 57 560 0.00 0.00 0.00 1.70 DAD 16.00 0.00 2.67 0.68 408.00 0.00 0.00 58 570 0.00 0.00 0,00 1.69 0.40 16.00 0.00 2.67 0.68 408.00 0,00 0.00 59 580 0.00 0.00 0.00 1.68 0.40 16.00 ' 0.00 2.67 0,68 408.00 0.00 0.00 60 590 0.00 0.00 0.00 1.68 DAD 16.00 0.00 2.67 0.68 408.00 0.00 0.00 61 600 0.00 000 0.00 1.68 0.40 16.00 0:00 2.67 0.68 408.00 0.00 0.00 62 610 0.00 0.00 0.00 1.68 0.40 16.00 .0.00 2.67 0.68 408.00 0.00 0.00 63 620 0.00 0.00 0.00 1.68 0.40 16.00 0.00 2.67 0.68 408.00 0.00 0.00 64 630 0.00 0.00 0.00 1.68 0.40 '16.00 0.00 2.67, 0.68 408.00 0.00 0.00 65 640 0.00 0.00 0.00 1.68 DAD 16.00 0.00 2.67 . 0.68 408.00 0.00 0.00 66 650 0.00 0.00 0.00 1.58 0.40 16.00 0.00 2.67 0.68 408.00 0.00 0.00 II 67 660 0.00 0.00 0.00 1.44 0.40 . 16:00 0.00 2.67 ' . 0.68 408.00 0.00 0.00 ..~~. 68 670 0.00 0.00 0.00 1.40 0.40 16.00 0.00 2.67 0.68 408.00 000 0.00 69 680 0.00 0.00 0.00 1.38 0.40 16.00 0.00 2.67 0.68 408.00 0.00 0.00 70 '690 0.00 0.00 0.00 1.38 0.40 16.00 0.00 2.67 0.68 408.00 0.00 0.00 7/31/2008 2:\2008108-142 NowaklTENTATIVE APPLleATIONIDrainage study 1st submittall 9:06 AM Santa Barbara Reservoir Depth Sizing 25 year above.xlsx PRE-SUBMITTAL REC'D " AUG 0 6 2(l(}8 Infow Infiltration Outflow Detention Time ---- Flowrate Flowrate Flowrate Infiltration Infiltration . Increment Time Asphalt Roof Total Volume Rate Rate Flowrate Volume Flowrate Volume Volume Depth min. cfs cfs cfs c.f. in/hr cf/hr cfs c.f. cfs c.t c.f in 71 700 0.00 0.00 0.00 1.38 DAD 16.00 0.00 2.67 0.68 408.00 0.00 0.00 I 72 710 0.00 0.00 0.00 1.38 DAD 16.00 0.00 2.67 0.68 408.00 0.00 0.00 I 73 720 0.00 0.00 0.00 1.38 DAD 16.00 0.00 2.67 0.68 408.00 0.00 0.00 I 74 730 0.00 0.00 0.00 1.38 DAD 16.00 0.00 2.67 0.68 408.00 0.00 0.00 I 75 740 0.00 0.00 0.00 1.38 DAD 16.00 0.00 2.67 0.68 408.00 0.00 0.00 I 76 750 0.00 0.00 0.00 1.38 DAD 16.00 0.00 2.67 0.68 408.00 0.00 0.00 I 77 760 0.00 0.00 0.00 1.38 DAD 16.00 0.00 2.67 0.68 408.00 0.00 0.00 I 78 770 0.00 0.00 0.00 1.28 DAD 16.00 0.00 2.67 0.68 408.00 0.00 0.00 I 79 780 0.00 0.00 0.00 1.15 DAD 16.00 0.00 2.67 0.68 408.00 0.00 0.00 I 80 790 0.00 0.00 0.00 1.11 DAD 16,00 0.00 2.67 0.68 408.00 0.00 0.00 I 81 800 0:00 0.00 '0.00 1.10 ...OAO'- "16:00.. 0:00-- .2.67 --068 .. '408.00 0.00' -.~ 0.00. . I 82 810 0.00 0.00 0.00 1.09 DAD 16.00 0.00 2.67 I 0.68 408.00 0.00 0.00 I . 83 820 0.00 0.00 0.00 1.09 DAD 16.00 0.00 2.67 'I 0.68 408.00 0.00 0.00 I 84 830 0.00 0.00 0.00 1.09 DAD 16.00 000 2.67 0.68 408.00 0.00 0.00 85 840 0.00 0.00 000 1.09 DAD 16.00 0.00 2.67 I 0.68 408.00 0.00 0.00 I 86 850 0.00 0.00 0.00 1.09 DAD 16.00 0.00 2.67 0.68 408.00 0.00 0.00 I 87 860 0.00 0.00 0.00 1.09 DAD 16.00 0.00 2.67 0.68 408.00 0.00 ' 0.00 88 870 0.00 0.00 0.00 1.09 . DAD 16.00 0.00 2.67 0.68 408.00 0.00 0.00 89 880 .0.00 0.00 0.00 1.09 DAD 16.00 0.00 2.67 0.68 408.00 0.00 0.00 90 890 0.00 0.00 0.00 1.05 DAD 16.00 0.00 2.67 0.68 408.00 0.00 0.00 91 900 0.00 0.00 0.00 0.99 DAD 16.00 0.00 2.67 0.68 408.00 0.00 0.00 92 910 0.00 0.00 0.00 0.97 DAD 16.00. 0.00 2.67 0.68 408.00 0.00 0.00 93 920 0.00 0.00 0.00 0.96 . DAD 16.00 0.00 267 . 0.68 408.00 0.00 0.00 94 930 0.00 000 0.00 0.96 DAD 16.00 0.00 2.67 0.68 408.00 0.00 0.00 95 940 0.00. 0.00 0.00 0.96 DAD 16.00 0.00 2.67 0.68 408: 00 0.00 0.00 96 950 0.00 0.00 0.00 0.96 DAD 16.00 0.00 2.67 0.68 408.00 0.00 0.00 97 960 0,00 0.00 0.00 0.96 DAD 16.00 0.00 2.67 0.68 408.00 0.00 0.00 98 970 0.00 0.00 0.00 0.96 DAD 16.00 0.00 2.67 0.68 408.00 0.00 0.00 99 980 0.00 0.00 0.00 0.96 DAD 16.00 0.00 2.67 0.68 408.00 0.00 0.00 I 100 990 0.00 000 0.00 0.96 DAD 16.00 0.00 2.67 0.68 408.00 0.00 0.00 I 101 1000 0.00 0.00 0.00 0.96 DAD .16.00 0.00 2.67 0.68 408.00 0.00 0.00 I ~, 102 1010 0.00 0.00 0.00 089 DAD 16.00 0.00 2.67 0.68 408.00 0.00 . 0.00 I '.-' 103 1020 0.00 0.00 0.00 0.81 DAD 16.00 0.00 2.67 0.68 408.00 0.00 0.00 I 104 1030 0.00 0.00 0.00 0.78 DAD 16.00 0.00 2.67 0.68 408.00 0.00 0.00 I 105 1040 0.00 0.00 0.00 0.77 DAD 16.00 0.00 2.67 0.68 408.00 0.00 0.00 I 7/31/2008 2:\2008108.142 NowaklTENTATIVE APPLleATIONIDrainage study 1 st submittall 9:06 AM Santa Barbara Reservoir Depth Sizing 25 year above.xlsx PRE.SUBMITp-1 r'':G't} .' AUG 0.6 iOOlJ Inflow Infiltration Outflow Detention Time Flowrate Flowrate Flowrate Infiltration Infiltration Increment Time Asphalt Roof Total Volume Rate Rate Flowrate . Volume Flowrate Volume Volume Depth min. cfs cfs cfs 'cJ. in/hr cf/hr cfs c.f. cfs c.f. c.f in 106 1050 0.00 0.00 0.00 0.77 OAO 16.00 0.00 2.67 0.68 408.00 0.00 0.00 107 1060 0.00 0.00 0.00 0.77 DAD 16.00 0.00 2.67 0.68 408.00 0.00 0.00 108 1070 0.00 0.00 0.00 0.77 DAD 16.00 0.00 2.67 0.68 408.00 0.00 0.00 109 1080 0.00 0.00 0.00 0.77 DAD 16.00 0.00 2.67 0.68 408.00 0.00 0.00 110 1090 0.00 0.00 0.00 0.77 DAD 16.00 0.00 2.67 0.68 I 408.00 0.00 I 0.00 I 111 1100 0.00 0.00 0.00 0.77 DAD 16.00 0.00 I 2.67 '0.68 I 408.00 0.00 I 0.00 I 112 1110 000 0.00 0.00 0.77 DAD 16.00 0.00 I 2.67 0.68 I 408.00 I 000 I 0.00 I. 113 1120 0.00 '0.00 I 0.00 I 0.77 DAD 16.00 I 0.00 I 2.67 0.68 .1 408.00 I 0.00 I 0.00 114 1130 0.00 0.00 I 0.00 I 0.77 DAD 16.00 I 0.00 I 2.67. I 0.68 I 408.00 I 0.00 I 0.00 I 115 1140 0.00 0.00 I 0.00 I 0.77 I DAD I 16.00 I 0.00 I 2.67 I 0.68 I 408.00 I 0.00 I 0.00 I' -116 '1150- H 0.00- ' 0.00- T 0.00 I. 0:77 I-OAO- I .16:00 . r .0:00 I 2.67 T' 0.68 I 408.00 I 0.00 I 0.00 I 117 1160 0.00 0.00 I 0.00 I 0.77 I DAD I 16.00 I 0.00 I 2.67 I 0.68 I 408.00 I 0.00 I 0.00 I 118 1170 0.00 0.00 I 0.00 I 0.77 DAD I 16.00 I 0.00 I 2.67 I 0.68 i 408.00 I 0,00 I 0.00 119 1180 0.00 0.00 I 0.00 I 0.77 DAD I 16.00 I 0.00 I 2.67 I 0.68 I 408.00 I 0.00 I 0.00 I 120 1190 0.00 0.00 I 0.00 I 0.77 DAD I 16.00 I 0.00 I 2.67 I 0.68 I 408.00 I 0.00 I 0.00 I 121 1200 0.00 0.00 I 0.00 I . 0.77 DAD' I 16.00 I 0.00 I 2.67 I 0.68 I 408.00 0.00 I 0.00 I 122 1210 0.00 0.00 0.00 0.77 OAO I 16.00 I 0.00 ' 2.6T 0.68 408:00 0.00 0.00 I 123 1220 0.00 0.00 0.00 0.77 DAD 16.00 0.00 2.67 0.68 408.00 0.00 I 000 I 124 1230 0.00 0.00 0.00 0.77 DAD 16.00 0.00 2.67 0.68 408.00 0.00 I 0.00 125 1240 000 0.00 0.00 0.77 DAD 16.00 0.00 2.67 0.68 408.00 0.00 I 0.00 126 1250 0.00 0.00 0.00 0.77 OAO 16.00 0.00 2.67 0.68 408.00 0.00 I 0.00 127 1260 0.00 0.00 0.00 0.77 . DAD 16.00 0.00 2.67 0.68 408.00 0.00 I 0.00 . 128 1270 0.00 0.00 0.00 0.77 DAD 16.00 0.00 2.67 0.68 408.00 0.00 I 0.00 129 1280 0.00 0.00 0.00 0.77 DAD 16.00 0.00 2.67 0.68 408.00 I 0.00 I 0.00 130 1290 0.00 0.00 0.00 0.77 DAD 16.00 0.00 2.67 '0.68 408.00 I 0.00 I 0,00 I 131 1300 0.00 0.00 000 0.77 DAD 16.00 0.00 2.67 0.68 408.00 I 0.00 I 0.00 I 132 1310 0.00 0.00 0.00 0.77 DAD 16.00 0.00 2.67 '. 0.68 408.00 I 0.00 I 0.00 I 133 1320 0.00 0.00 0.00 0.77 DAD 16.00 0.00 2.67 0.68 408.00 I . 0.00 I 0.00 I. 134 1330 0.00 0.00 000 0.77 DAD 16.00 0.00 2.67 0.68 408.00 I . 0.00' I 0.00 I 135 1340 0.00 0.00 000 0.77 DAD 16.00 0.00 2.67 0.68 408.00 I 0.00 I 0.00 I 136 1350 0.00 0.00 0.00 0.77 DAD 16.00 0.00 2.67 0.68 408.00 I 0.00 I 0.00 I ~ 137 1360 0.00 0.00 0.00 0.77 DAD 16.00 0.00 2.67 0.68 40B.00 0.00 0.00 i,) 138 1370 0.00 0.00 0.00 077 DAD 16.00 0.00 2.67 0.68 408.00 0.00 0.00 . I 139 1380 0.00 0.00 0.00 0.77 DAD 16.00 0.00 2.67 0.68 408.00 0.00 0.00 I 140 1390 0.00 0.00 0.00 0.77 DAD 16,00 0.00 2.67 0.68 408.00 0.00 0.00 I 7/31/2008 2:\2008\08-142 Nowak\TENTATIVE APPLlCATIONIDrainage study 1st submittall 9:06 AM Santa Barbara Reservoir Depth Sizing 25 year above.xlsx ,Inflow Infiltration Outflow Detention Time Flowrate Flowrate Flowrate Infiltration Infiltration Increment Time Asphalt Roof Total Volume Rate Rate Flowrate Volume Flowrate Volume Volume. Depth min. cfs cfs cfs c.f. in/hr cf/hr cfs c.f. cfs c.f. c.f in 141 1400 0.00 0.00 0.00 0.77 DAD 16.00 0.00 2.67 0.68 408.00 0.00 0.00 142 1410 0.00 0.00 0.00 0.77 DAD 16.00 0.00 2.67 0.68 408.00 0.00 0.00 143 1420 0.00 0.00 0.00 0.77' DAD 16.00 . 0.00 2.67 0.68 408.00 . 0.00 0.00 144 1430 0.00 0.00 0.00 0.77 DAD 16.00 0.00 2:67 0.68 408.00 0.00 .0.00 145 1440 0.00 0.00 0.00 0.77 DAD 16:00 0.00 2.67 0.68 408.00 0.00 0.00 ~ _ ","~.,.,.:r 0"" ., . PR~.SU~M\11~\.~~~'O - , .t>.UG 062008 ._.-J"-.- ~I ,I) ,. 7/31/2008 9'06 AM 2:\2008108-142 NowaklTENTATIVE APPLlCATIONIDrainage study 1st submittall Santa Barbara Reservoir Depth Sizing 25 year above.xlsx '"' ,,) ~,. .... .' PIPE CAPACITY CALCULATIONS .' , ;: , PRE.SUBMITTAL REC'O AUG 0,62008 ;~ , ..... Calculations showing capacity of the trench outlet pipe at full flow to be 0.68 cfs ','I PRE.SUBMITTAL REC'D AUG 0. 62008 . ~iG - -<::7<)""" ..,." I I 1 '" C\J X l.u I I I 0/ I v r ~ '" C\J X lu , (j e-; ttf.l v I v~ , !!'oj r~ tz-,.. ~ fJil EX 20' "1! r PAVED: r : v v V I 60' R/W " / 61 I "'I IJJ1 I I i I I I" I ...J 10) co '" c:; c I~ ! ---"I" ~ TAX MAP 17-02-32-43, TAX LOT 6802 I ,..'" ~. <:l' \)'1 '\V I < , FIGURE 1 STORMWATER STUDY lsJuw1/T FOR DAVID NOWAK AUGUST 6, 2008 ---.-----[XISTlNG_,. __ VARIABLE WIDTH PRIVATE UTILITY EASEMENT ~".(.'., ~ '" 0> 0; " }'-' c ~ '" PARCEL 7 7010 SO, FT. TOTAL 6270 SO, FT. FLAG 45% LOT AREA = 2795 SO. FT. c c :z. SANTA BARBARA URBAN HYDROGRAPH 02y, = 0,05 cfs 025y, = 0,07 cfs r ,-- 6' WOOD FENCE (.;lo N89'49'54"W 737.62 ~<:l" \) '\v I I I I I I 5' WIRE I FENCE :1-, r.-"....~~ ,-',;""." "1'\ ll'o I '-', ,.~: I I I I I I I I I I I EXISTING -I 6' PUE I I I I FT, I I SANTA BARBARA I \ URBAN HYDROGRAPH "-O!.y, = 0.05 cfs _,-,__,,;.~-I' ,,' 025y,.=...0..o.1_"fs_//' I I I I I ~ I . PIi.SIIRMITTAL REC'O I I A JG 0.62008 ", I ", ,\1 PARCEL 2 " 8329 SO. FT. TOTAL 6839 SO. FT. FLAG 45% LOT AREA = 3078 SO. I i, ~<:l'o \) '\v u ~ f I 20 '''. "> 0> 0; 0> - '0" ~ A/<:l<:l~ " , '\~ '\V ~ 0> ~ ... c C c V) file: \ 2008\ 08-142 Nowak\ TENTATIVE PARTITION\ 08-142 TENTATIVE PARTITION.DWG f~ WJR